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Home My WebLink AboutBuilding PlansF NE. FAU ra t r , STATE OF FLORIDA DESIGN CRITERIA: I CERTIFIED BUILDING CONTRACTOR: FLORIDA BUIIDING CODE, RESIDENTIAL, 6TH EDITION (2017) BALL LOCAL AND STATE CODES E DR HORTON HOMES .00CUPANCY - RESIDENTIAL, GROUP R3 1430 CULVER DRIVE NE CONSTRUCTION TYPE vB PALM BAY, FL 32907 'MIN. INTERIOR FINISH — BASIC WIND SPEED — CLASS B Vult=160 MPH TEL: (321) 733-7092 Vasd=124 MPH FAX: (321) 733-7972 URE _ 1—STORY RESIDENCE ol-STORY c • 2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL AND STATE CODES �.r • STATE OF FLORIDA SQ.FT. CALC.'S PROFESSIONAL ARCHITECT: MICHAEL C. ANDERSON AR No. 17305 A.B. DESIGN GROUP, LLC 2194 HWY AIA, SUITE 301 INDIAN HARBOUR BEACH, FL 32937 Tel: (321) 802-3591 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE LONSTRUCTION BASED ON THE DRAWING SET. LIVING: GARAGE ENTRY LANAI 1612 432 38 Ciro SQ. FT. SQ. FT. SQ. FT. SQ. FT. TOTAL 2238 SQ. FT. A/C VOLUME 143&Lro CU. FT. Fax: ` 1 -7972 ABBREVIATIONS REVISIONS _ ABV. ABOVE LAV. LAVATORY DATE DESCRIPTION 01/08/18 - - ID SET ISSUED _. - A/C AIR CONDITIONING LUM.. LUMINOUS ADJ. ADJUSTABLE- M.C. MEDICINE CABINET 01/15/I8 ALT.. ALTERNATE MFR. MANUFACTMER 2011 FSC UPDATE'. AMP, ., AMPERAGE MIN. ;,: MINMA4 BE BOARD �,„M,T"" METAL THRF FjOLD� /'I, CENTER FINE MTD. :MOUNTED CAB CABTET , MTL METAL 01,6VI8 50 .SET RE -ISSUED 0411810 1 FOOTINCs REVISION PER M 5011JES CLG. CLR. �^ CEILING . , N.T.S. D.C. NOT TO SCAT N Tt 02/i2{i9 FLAN MAINTENANCE 03/28M REVISED LINTEL SIZE AT FRONT ENTRY DOOR CONC. CPT. C CARPET x,-. _ PL -, `�' P.B. a PROPERTY LINE PUSHBUTTON 04/244S ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON C T D _ CERAMIC TILE DRYER PH. ' PLT. PxoxE PLATE 04124/19 REVISED HVAC VOLUMES ON SOFT CALC SCHEDULE DBL. DOUBLE PLYWD. ..PLYWOOD D.G. DIA. DUAL GLAZED DIAMETER PR. P.T. " ' PAIR PRESSURE TREATED ®60149 ADDED LED LIGHTS o KITCHEN E 6ATHROOMS PER MARK 50 ES DIM. DISP. DIMENSION DISPOSAL R. RAD.. '.RISER RADIUS 01/0I20-' REPLACE U5P CONNECTORS WITH SNFSON CONNECTORS DP DEEP R.A.G. RETURN AIR GRILL DR. D.S. DOOR DOWNSPOUT REF, RM. REFRIGERATOR ROOM DTL. DETAIL R.O. ROUGH OPENING D.W. EA. DISHWASHER EACH. S.C. S.D.-SMOKE - SOLID CORE EXT DR DETECTOR ELEV. .ELEVATION S.H. " SINGLE HUNG -- - EQ. EQUAL SHT. SHEET ''. EXH. EXHAUST SHTHG:SHEATHING EXT. EXTERIOR SHWR. .SHOWER F.G./FX. FIXED GLASS SIM. SIMILAR F.G. FUEL GAS SL. SLIDING FIN. FINISH SL. GL. SLIDING GLASS FLR. FLOOR STD. STANDARD FLUOR. -- FLUORESCENT SWS SHEAR WALL' FR. DR. FRENCH DOOR SECTION FIG. FOOTING - TEMP. TEMPMED GLASS GA. GAUGE THK. THICK-. - GAR DISP: GARBAGE DISPOSAL T.O.C. TOP OF CURB G.F.I. GROUND -FAULT CIRCUIT T.O.P. TOP OF PLATE INTERRUPTER T.O.S. TOP OF SLAB GL. GYP. BD. GLASS. GYPSUM BOARD TYP. U.N.O.. TYPICAL - UNLESS NOTED H.A. HOSE BIB OTHERWISE H.C: HOLLOW CORE. V.P. VAPOR PROOF HDR. HEADER W. WASHER HGT. OR HT HEIGHT W/ WITH INSUL. INSULATION WD. - WOOD INT. INTERIOR WDW. WINDOW - W/H' WATER HEATER W.I. WROUGHT IROIN E E - i3 J DEX_ OF DRAWINGS ARCHITECTURAL SHEET # DESCRIPTION PG Cl-COVER SHEET PG GN- GENERAL NOTES PG Al -FLOOR PLAN PG A2C-ELEVATION PG El -ELECTRICAL PLAN PG P1-PLUMBING PLAN ' PG D1-DETAILS PG D2-DETAILS PG WAI-WALL ASSEMBLY DETAILS PG WA2-WALL ASSEMBLY` DETAILS PG WA3-WALL ASSEMBLY DETAILS PG WA6-WALL ASSEMBLY DETAILS STRUCTURAL SHEET # DESCRIPTION PG S1-FOUNDATION PLAN PG S1.1A-DETAILS PG S1.2-DOWEL PLAN PG S1.2A-DETAILS E ids I PG S2—LIFT BEAM PLAN AND NOTES ;2l78 ti PG S2.1A-DETAILS PG S3—FRAMING PLAN PG S3.1A—DETAILS PG S3.113—DETAILS PG S3.1C—DETAILS��`� PG SN1—DETAILS °I Reviewed for code compliance Unwwsel &wwwin sowca 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937' PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 rPAE;� O F e a Q F A x r r r n r u r r r n r u SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #38 PROJECT* j 4321.200 038R1 MODEL: a.. 4EAB : "1672—ARIA"? GARAGE SWING: RIGHT PAGE: COVER SHEET 160 MPH EXP. C ARCHf11=CT STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 D� TE: 08/12/20 ABLE: 1/4"=1' — 0" SHEET GENERAL NOTES RESIDENTIAL (FBCR) 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODERHEREIN I SITE WORK I REQUIREMENTS IF REQUIRED BYBUILDINGbEPARTMENT ; 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN R QU ( Q ) TIMBER ,r.. 1. ALL WOODS ND WQ C.-. I SHt1litfiPLYITH4E „I , TJ NSAItI .:, OQES MODIFICATIONS AS SPECIFIED, A OOf3. 40NSR,D CIF. C 4,C... „ . , 6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER So-,. lz ^r a j AMERICAN INSTITUTE OF TIMBER CONSTRUCTION MANUAL) NA N FBCR 6TH EDITION (2017) U O. 2. KING POINTS, ROUGH GRADING, ON -SITE UTILITIES, REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING A. (STANDARDS SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL B. NATIONAL FOREST PRODUCTS ASSOCIATION:"' 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED EREIN.SEE LANDSCAPE DRAWINGS FOR FINAL H I. NATIONAL DESI,GN,SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION ' BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY FINISH GRADES, PLANTING AND IRRIGATION. C. SOUTHERN PINE INSPECTION BUREAU y I. STANDARD' GRADING RULES FOR SOUTHERN PINE LUIuIBER4' ) THE INSTALLATION OF STRUCTURAL PANELS OR IMP ACT RESISTANT GLASS, THESE OPENING PROTECTIONS SHALL BE CHAPTER 3. SECTION R301.2.1.2. DESIGNED AND INSTALLED IN ACCORDANCE WITH C 3. ' � ELEVATIONS SHOWN ON THE SITE DRAWINGS MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE 'D.` TRUSS PLATE INSTITUTE: ` I NATIONAL DESIGN STANDARDS FOR LIGkiT METAL PLATE GCNNECTED WOOD TRUSSE6 3. AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK DO NOT SCALE DRAWINGS. THE CONTRACTORE ARCHITECT.A 7, APA -THE ENGINEERED WOOD ASSOCIATION: I; ENGINEERED WOOD CONSTRUCTION'GUIQE " PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN Yz THE HORIZONTAL F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. 5. ALL BACKFILL AT STRUCTURES SLABS STEPS AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS 2, ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR QMISSIONS IN THE AND COMPACT TO 95% MAXIMUM DRY DENSITY; DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE 3. MINIMUM NAILING PER CHAPTER 6 WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFYTHE ARCHITECT BEFORE CONSTRUCTION AND/OR SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. FABRICATION OF THE WORK. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, 6. COMPACTION BY FLOODING OR JETTING IS STRICTLYPROHIBITED. OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. 5• WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALUFLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1, 7. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ. SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING 8. EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE., CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. PLUMBING 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. REQUIREMENTS. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. 3. CONDENSATION LINES SHALL BE MINIMUM 3/4" PVC (SCHEDULE 40), INSULATED WITH 1/2" AMAFLEX. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECTIENGINEER. 1-0.CCONT:RACTO:RIS:TOV:ERI=IELEVATIOINOF FLOOR_SLAB WITH THE SIGNED AND SEALED SURVEY 4. HOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. SON, INCLUDING ALL APPLICABLE STATE, CITY AND5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIEDE BFE PER FLORID 1 BUILDING CODE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES, Q 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005,2. GARAGES AND CARPORTS 11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903, 1. GARAGE DOOR DRAWING. 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET 10, iNG &NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHA6d. FOLLOW PROVISIONS OF SECTION'P2603.2. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER 12 TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES INCLUDING SOIL APPLIED PESTICIDES, C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHERAPPROVED METHODS OF TERMITE PROTECTION EXTERIOR WALL COVERINGS 2. IR IN A ROOM USED FOR LEEPING AS PER SECTION R30 OPENINGS FROM A PRIVATE GARAGED DIRECTLY TO 00 US 0 S LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH T BE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE SOLID WOOD DOORS NOT LESS THAN 1 318 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAIN THE FOLLOWING TATEMENT: S S 1.2 MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE R30 (3), 1 3l8 INCHES THICK, OR 20 MINUTE FIRE RATED DOORS, "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THEPREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF EXTERIOR FINISHES 3. AS PER SECTION R302.5.2; DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE AGRICULTURE AND CONSUMER SERVICES,"1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO, 26 GAGE (0.48 MM) SHEET STEEL 1" MIN, RIGID APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATRAND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. GARAGE. fi 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ' ASTM-C926 &ASTM-C1063-12a. 4. AS PER SECTION R302.6 &TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT 3.. LATH & ACCESORIES PER ASTM-C-1 063-1 1A & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: LESS THAN 1/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5l8 -INCH TYPE XGYPSUM BOARD OR EQUIVALENT. "L" FLASHING HORIZONTAL LATH AND PAPER DETAILS WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE h PIPE PENETRATION DETAILS VENT PENETRATION DETAILS PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT. WEEP SCREED DETAILS y' - CONDUIT PENETRATION DETAILS CASING BEAD DETAILS DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS = CORNER BEAD DETAILS WINDOW CASING DETAILS _STUCCO TO SIDING TRANSITION DETAIL,> WINDOW FLASHING DETAILS 4. SHALL BE INSTALLED PER ASTM-C1063-15AAND R7037. FIRE RESISTANT CONSTRUCTION UNDER STAIR PROTECTION: 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7, EXTERIOR CEILINGS 1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1 1/4"TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS), CONSTRUCTION OBSERVATION CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'`' SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S I CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. R Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACHI� h FLORIDA 32937 PH: 321-802-3591 www.a bdesigngroup.com ® AA #: 0003325 ;J F w w U Z 2 Lu Lu F Ci 0. w a q �1 err Cl q 9 I� r� 4 I I 11 1 II sysDly 8a LOT: CREEKSIDE PHASE '2 LOT # 38 I PROJECT# 4321.200 038R1 MOIDET : 4EAB "1672-ARIA" �[1 GARAGE SWING II, RIGHT: PAGE: GENERAL NOTES v; I 160 MPH EXP. C ARCHrrECT- STATE OF FLORIDA OCT 27� 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT 08 1 DATE: SCALE: 1/4"-f-O" SHEET I;s G N 9' -- 1=-------------i I LANAI I 8'-8' CLG. as 0 I ® (2) 3052-SH r GREAT ROOM V-8' CLG. 12 -8" N N e N n� 0� B RM.#G3. 3-SH ROOM V-8' GLG. 3'-8" 3'-10" 11, 3'-4" tP G. Lu I I e z cA�mOI A � D I I -0 A I %2 � I v- 5 ob> BKITC N ii -- OWNERS SUITE 8'-8' CLG. R3 W.I.C. 8'-8' CLG. GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE BARRIER FLOOD AIR MEAN SNOW SPEED TOPOGRAPHIC DESIGN WEATHERING' FROST LINE TERMITE` DESIi:*.t UNDERTLAYM1= 1 IAZARDS a rl'a= NG ANUAL LOAD (MPH) EFFECT5" CATAGORYr DEPTH'0 TEMPREQUIRED^ INDEX' TEMP? NA 160 G NA NEGLIesABLE NA IVERY HEAVY1 42 1 NA I SEE SURVEY NA NA FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES 544ALL BE IN ACCORDANCE WITH SECTION FBC R302.9.1 Ti-owuGH FBC R302.9.4 FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBC R302.10S 0 r- ro 4' 4 71 - ZTt�Hl ~2X8 s If�r 1II 5'-4 CII �8= L V. l� B A- i n i i SHWR PAN �$a,. � =1777711 aG,w.... m. ' *•' GABLE ROOFS WALLS w.77,2` 1•- .. s , _ 4r 0 a 45' LA ; �3 3 - w N GABLE ROOFS 104 0 � 45" HIP ROOFS 109 c 1a:3€* i nr SI' i oA ,M4,9 nim 1 tk. r , O.W 75 rmi. FIGURE R3012(7) (,'O 3PONENT AND CLAD iNG PRESSURE ZONES BATH #4AV. 2'-8" II WC. m \'W V. 2'-4° 3'-8sa BDRM.#2 I❑ M.T. 8'-8' CLG. 6 ro (2) 3052-SH t- EGRESS F] E L•J � ARCH 8'-6 211-6" -0" 4'-4" 8'-4" --- L V. W/ ENCL r—Z'1 X75zr1 U ATTIC BOLLARD AS REQ, PER BLDG. CODE -FOYER V-8' GLG, GARAGE 8'-8' CLG. 306$ W/ 3b'X12' TRANS. ENTRY 8'-8' CLG. FLOOR PLAN 1W w'0 .e « SCALE: 1/4' = 1'-0' NOTE: OND -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID ORHONEYCOMB-GORE STEEL DOORS NOT DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED SPACE. -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR CLOSEST ALLOWABLE SOFTWARE TOLERANCES. -OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SET. U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT SPECIFICATIONS mr7r_'M_T.� Wgnm= EXTERIOR MASONRY ` WALL BRCS. HEIGHTS F 11 W-8' BRG. k; �,. r; 10'-8' BRCa. SQ F i . CALL. S LIVING: GARAGE ENTRY LANAI 1612 432 38 96 SQ. FT. SQ. FT. SQ. FT. SQ. FT. TOTAL 2238 SQ. FT. A/C VOLUME 14381b CU. FT. Li 0PEWM SGUAFC ZONE IBO MPH YYRD M�U RENAPoCS AND TYPE FOOTAGE MIN. WINDOW 10 5 �,-45 CRITERIA " T - rt EXTERIOR SWING 21 5 32/-42 DR. MIN, CRITERIA SJGD. MIN. 12 5 30/-31 CRITERIA 8010 O.H.D. 56 5 32.5/-38-0 16010 O.H.D. 112 5 30.9/-34.4 SOFFIT N/A 5 31b/-38.8 6829/ IF f ROOF TILE N/A -5825 APPLICABLE s' i" BASIC WIND SPEED MP a - 160 (Vult) INTERNAL PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 15'-9" 2RESSURES HAVE BEEN MODIFIED PER FBCR 6TH ED. (2017) R301.2.1 TO MEET TESTED ALLOWABLE OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. CONTROL DATE 0912DN k� 4 TOP &M— ARCH DTL. B SCALE: 1/2 = I'-0' Reviewed for Col c«ewaeno. Unive3rsw Engureem Uj Scenes 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 i w U w w o fl 0. U m 4 k� A w F '+ q e e n u c,• aas i. CREEKSIDE Y. PHASE 2 LOT #38 PROJECT# w 4321.200/038R1 MODEL: 4EAB I; "1672—ARIA"i GARAGE SWING RIGHT i f'.AGE: r E I FLOOR r PLAN {1 x Iwo MPH EXP. ° s. ARCHME= fa, STATE OF FLORIDA AUG I t 2020 MICHAEL C. ANDERSOI AR NO 17305 05 PRINT DATE: 08/12/20 Y SCALE: 1/4"=1'-0" SHEET Ae? F, SHINGLE ROOF FOAM DRAIN EQ TILES 4' FRIEZE `09� 1A MAN nDECORATIVE n mSHUTTER h., 8'-8" 5RG. HGT.o - I'-0" 0'-0" FIN. FLR-- FRONT ELEVATIO SCALE: 114 = 1'-0" TEXTURED F NOTE: WALL FENESTRATION FLASHING AS PER F5CR RI Flm in; 1'-0" `1 48 I A TT,F.I II 0'-0" FIN. FLR., 1�6 r � J OFF RIDGE VENT BLDG. HST. 4' RAISED BAND 6' RAISED BAND �8'-8" BRCS. HGT. OPT. COACH LIGHT Al 0'-8" ERG. HGT.r - II 4B A TYP II I�6 00,-0' FIN. FLR. 0'-0" FIN. FLR.----------------- OFF RIDGE VENT REAR ELEVATION SCALE: 1/4 = 1'-m' TEXTURED FINISH �8'-8" BRCS. HCsT_ ' r ------------------------------------------001-0° FIN. FLR. LEFT ELEVATION SCALE: 114 = i'-O' TEXTURED FINISH OFF RIDGE VENT OFF RIDGE VENT -8" BRS. HCsT. -0" 4s I (TrP. If — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 0'-0 FIN. FLR. MIN_ 4" :GRADE RIGHT ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH _ �8'-S" BRCS. 14GT. BRCS. PGT. -0" 0'-0' FIN. FL�;-D- DECO. DETAIL MODEL 1672-ARIA AREA OF ATTIC = 2318 SQ. FT. NETFREE VENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTILATION AREA = 2318 /300 = 7.73 SQ. FT. 7.73 = 1112.64 SQ. IN. MIN. REQUIRED VENTILATION IN - AX 1112.64 UPPER PORTION OF ATTIC = 445.056 SQ. IN. (BALANCETO BE PROVIDED IN SOFFITV€NTS) OFF RIDGE VENTILATION AREA = 138 SQ. IN. PER VENT(net free area) TOTAL#OF VENTS REQUIRED = 3.23 TOTAL#OF VENTS PROVIDED = 4 SOFFIT VENTILATION AREA 7 SQ. IN. PERLINEAR FT (netfree area) LINEAR FEET OF SOFFIT REQUIREC 63.58 Reviewed for Cod;; compliance Universal Engle e Sc«3rceo 2194 H WY A1A, SUITE 30' INDIAN HARBOUR BEACF.. FLORI DA 32937 PH: 321-802-3691 www.abdesigngrou,p.com � AA #: 000332,5 F�r4 w F 0. U W Q F Q SU DI . & LOB". CREEKSIDE PHASE 2 LOT #38 PROJECT# 4321.200/038R1 SODEL: 4EAB "1672—ARIA" I,ARAGE SWIENG: RIGHT ,PAGE: ELEVATION a c n 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA AW 4 MICHAEL C. ANDERSON AR NO T7305 CANT r YATE: 08/12/20 If SCALE: 1�4"=1'-O" ` I 5r SKEET 2 C ELECTRICAL LEGEND SYM50L DEFINITION NOTES —e 125v OUTLET 20 AMP SINGLE POLE ZJQj,: 110V OUTLET I10V OUTLET 1/2 OF OUTLET WILD --� TO SWITCH ZMSGFI l 110V OUTLET EQUIP INTERU D IU/la1T1D FOUL NTERJPTER (TAMPER I, RESISTANT TYPE) 220V OUTLET (4) WIRE CONNECTION —[} WP EXT. WATERPROOF GROUND FAULT —if GFI OUTLET INTERRUPTER SWITCH SWITCH 3-WAY OFI Y SWITCH Ippl 4-WAY OPER �+IWALL MOUNTED N LIGHT CEILING LIGHT © LED CLG LIGHT e w_ LED VAPOR I © VP h PROOF LIGHT �: O VP VAPOR PROOF a LIGHT ORECESSED CAN VENT. FAN I CFM PER SQ. Fr. VENT. FAN I OFM PER SQ. FT. W/LIGHT VANITY LIGHT n:d FIXTURE (SPEG'S TED BY BUILDER) FLUORESCENT RES 2-BULB WRAP ® LIGHT ARaIND (RECESSED) FLUORESCENT 4IGH U WRAP 2-BB ® LIGHT AROUND (SURFACE MNT.) T FLUORESCENT ---��, *FLUORESCENT x, 4' TRACK LIGHT METER r OS.D. SMOKE DETECTOR uw HH BACK-UP a WALL MOUNTED BAIT. BACK-UP.. SD 9 SMOKE DETECTOR W/ HARDWIRE GATT. BACK-UP W/ `GARSON MONOXIDE ® g/ E DETECTOR 44ARDWIW IN NEGTED SHALL BE A DISTANCE OF NOT LESS THEN 4' FROM WALL PENDANT LIGHT us j NATURAL GAS OUTLET .TELEPHONE JACK WATER HEATER IGNITION SCa1RSe€ TO BE ELEVATED DISCONNECT AIR CONDITIONING A/ DISCOh§NEGT SEE AHU ONUS. THIS 814EET TELEVISION JACK I CEILING BOX REQUIRE TO BE SUPPORTED IN O J-BOX ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION CEILING BOX RE TO BE SUPPORTEDD IN IN CEILING FANA-IGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION 24' INCANDESCENT LIGHT STRIP nn® 3W INCANDESCENT LIGHT STRIP AOCIo _� 1 46' INCANDESCENT LIGHT STRIP I w p FLOOD LIGHT OPT. SECURITY KP r KEYII J - F0 PB. PUSH-BUTTON FOR CHIMES. -,_ eI USB PORT • LOCATION Or TV JACK5 4 PHONE OUTLETS 4 FANS TO BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION MEETING. • ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT PROTECTED PER ELECTRICAL PROVISIONS OF EMCS 6TH EDITION (2011) 4 NEC 210.12 2014 EDITION. • 20 AMP DEDICATED LAUNDRY CIRCUIT. • GFI s ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOCKOUT N PANEL • BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF 50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION M15013 FBCR 6TH EDITION (2011). • LAUNDRY ROOM RECEPTACLE SHALL BE GROUND FAULT CIRCUIT-NTERRJPTER PROTECTION FOR PERSONNEL ON FEEDERS • WIRING METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF POOR 6TH ED (20111 • ALL WOW, TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 611744 ED (2011). • ALL LAMPS SHALL BE SELECTED BY BUILDER AND T5X OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER F 5.0 ENEPi l CONSERVATION (RESIDENTIAL ENEN V EFFICIENCY) 201T. 6th EDITION RA04.1 CEILING PRE -WIRED MTD. LIGHT CLG FAN I TO BE 0 INSTALLED, �j----� PROM rz �\ I' J-BOX FOR OPT. FAN LANAI Lip GF111 JI I AA Ili —' DINING s/�! ROOM _ OWNER'S SUITE � v PRE -WIRED / CLG FAN I I " MOOD WIRE W/ SD. OUTLET FOR Q UTURE MICRO. PRE -WIRED CLG FAN \\\ SCABINEt W.I.C. KITCHEN I -� I GREAT ROOM \ p I z I L u GFI I-� I (j,'D QG�, 0, y _I o BATH: ;.. �.. _ I , �A/C,] I _� i GFI PRE -WIRED CLG FAN I Arll "' r P.B. FOR 44 AFF, _ A�F. '. UJH i � l�J BATH 1 l GARAGE �I I i DOOR \ BOLLARD �OND' � \ \\ WALL MOUNTED AS iG2. rlY \ij ♦ LIGHT W/SWITCH IN PER BLDG. L CODE --- -- ATTIC - S/C&� f----; KEYLESS i FOYER;, FIXTURE / METER �� GFI lu FIELD SD) j"� CLG. VERIFY BDRM. 2 / OUTLETOHD LOC. El , IRRIGATION UI - OUTLET a u CHIMEs \ \ ENTRY 48' ASP. . 1 1 GARAGE GFI PRE -WIRED 1 CLG FAN �( IP M GFI — `- El L L_' COACH "`"------- LIGHT ELECTRICAL PLAN SCALE: 1/4' = 1'-0' W P Panel MAIN - A PANEL: 8/16 wp Cit. breaker VOLTAGE: 120 / 240 V -1 Ph MAIN: 150 Amp M.C:B FEEDER: 3- #1 Cu THWN & 1-#6 Cu (G) in 1 1/2" C. OR 3-#210 AL THVVN & 1- #6 Cu (G) in 1 12" C. Wire Pole Blar Description Watts Circuit Circuit Watts Description Blv Pole Wore #12 1 20 Exterior Receptacle GFI for TUG 1200 1 2 Space #12 2 20 Irrigation Pump 1000 3 4 Space 5 6 4680 INC C.UA 30 2 1110 Space 7 8 PANEL - A PANEL: 42 crt. breaker VOLTAGE: 1201240 V -1 Ph MAIN: 150Amp M.L.O. FEEDER: 3- #1 Cu THWN & 1- #6 Cu (G) in 1 1/2" C. OR 3-#210AL THWN & 1- #6 Cu (G) in 1 12" C. Wire Pole Blr Description Watts Circuit Circuit Watts Description Biw Pole Wire # 12 1 20 Small Appliance 1500 1 2 8000 Range 50 2 #6 # 12 1 20 Microwave / Hood GFI 1800 3 4 #12 _. # 12 1 20 Small Appliance - 1500 5 _ 6 4500 Water. Heater 25 2 #10 1 20 - Refrigerator GFI 1500 7 8 # 12 1 20 Dining Receptacles AFCI 1500 9 10 1200 Disposal GFI 20 1 #12 #12 1 20 Bath GFI Receptacles 1200 11 13 12 1500 Disfw.,asher GFI 20 1 2 #12 #12 1 20 Foyer / Hall / Laundry AFCI 1200 14 5000 Dryer GFI 30 #10 #14 1 15 Great Room, Lanai & Dining Lights AFCI 900 15 16 Space 17 18 1500 Washer GFI 20 1 #12 #14 1 15 SD & C/O AFCI 900 19 20. 1000 Garage Door Opener. GFI 20 1 #12 #12 1 20 Bed#2 & #3 / Bath #2 AFCI 1200 21 22 1200 Garage Us & Receptacles GFI 20 1 #12 Space 23 24 900 Owners Suite AFCI 15 1 #14 Space 25 26 900 Owner's Bathroom AFCI 15 1 - #14 Space 27 28 1000 Dderior Lights and Recpt. GFI 20 1 #12 Space 29 30 1000 Irrigation controls only 20 1 #12 Space. 31 32 Space Space 33 34 Space Space 35 36 Space Space 37 38 Space #8 2 35 A/C AHU-1 (Heater 5 KVA at 65% 5120 39 40 Space 41 42 Space Load subject to demand factor calculations / line 7 15400 27700 Load sub act to demand factor calculations./ line Demand Factor Calculations: ABBREVIATIONS: AFCI: ARC FAULT CIRCUIT INTERRUPTER NC: NON -COINCIDENT LOAD GFI: GROUND FAULT INTERRUPTER Total load subject to demand factor 43100 First 10000 watt§ at 100% 10000 Remaining watt§ at 40% 13240 Taal A/C load 9800 10%for future. rooAh LOAD CALCULATION IS BASED ON AIC NON -COINCIDENT LOAD Total Connected Load Watts 11041 Total Amps (watts / 240 wits) 137.7 II° I I � I I e I I ' LED LIGHTING Cap DOUBLE LAV. OWNER'S BATH I III L i�I LED LIGHTING � SINGLE LAV. B BATH 02 PROVIDE 3R/0 CU, THWN + P6 CU IN 2' CONDUIT OR 3 04/0 AL, THWN + 1% CU IN 2' CONDUIT OR 2/0 AL. SEJ (CONDUIT TO TE9�MINATE ABOVE SOFFIT ° OVERHANG-) 150 AMP ELEGTRIGAL RISER NOT TO SCALE. COMBINATION SERVICE 150 AMP DISCONNECT SWITCH AND 120/240 VOLT GENERAL DES, M ELECTRIC METER IN I PHASE A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL NEMA 3R ENCLOSURE MILO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 61H PANEL EDITION (20M LOCAL CODES, AND ALL LOCAL POWER COMPANY REGIUIREMENTS. 150A/iP B. ALL CONDUCTORS SHALL BE TYPE THHN/THUN UNLESS MGB NOTED OTHERWISE. — POWER COMPA TRANSFORMER GRADE PROVIDE II AMP, 120/240 VOLT, I PHASE SECONDARIG ELECTRICAL SERVICE. PROVIDE 3 01 COPPER (CU) N 1-1/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3 0210 ALUMINUM (AL) IN 2" DIA SCHEDULE SO PVC CONDUIT UNLESS SERVICE IS PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. TELEPHONE SERVICE ENTRANCE EQUIII It INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS GABLE TELEVISION SERVICE ENTRANCE EQUIPMENT 1 *4 CU SERVICE GROUND CONAEGTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL PROVISIONS OF THE FBCR Ill EDITION (2011). III DIA X S FT LONG COPPER CLAD GROUND ROD 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 UBL)iv. SC ' G n�r1 CREEK3IDE PHASE 2 LOT #38 a �I 1 4321.200 038R1 ODEIZ 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: F ELECTRICAL PLAN 2 160 MPH -EXR C" 1 a+ ARCHITECT: STATE OF FLORIDA AUG 14 2020 r ,K21-A:EL G. ANDERSON AB NO", 1773075 'T 08 12 20" . TE: / / I SALE: 1/4 1'-0'I �:91 BEET 1 L) I, 2194 HWY A-tA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 CREEKSIDE PHASE 2 LOT #38 4321.200/038R! --'&ODET: 4EAB 0 "1672-ARIA" "'ifARAGE SVrMG* 17 RIGHT PAGE: PLUMBING PLAN 160 MPH EXP. C X3, ARCHITECT. STATE OF F1L0RD--",,, MICHAEL C. ANDERK"H" AP-N!110'7105 0" 7Ri 1-PNT DATE: 08/12/20 k scAum.: 1/4"-1'-O" SHEET p 1 DINING 12' 2 10X6l 120CFM1 I I I ' IOX6 120 ❑a W.I.C. i 4' 8X4 GREAT ROOM IOx6 1 0 N145 CFM 120Ct=MN I� KITCHEN �a� 8X4 ix Q. C�1N n II I BDRM.#3 F-- -1I5 F6M+ I —�—-- 10X6 6 � i5 CFh1 � 4, 4 4 (r_ 1 57 z, '2X8 X4 w, ASS { 1. I TH � I I I ❑ MASONITE / LOUVER BATH < PLA A O IF i 8 6 MAX AIR L — — —J _ 45 C 10k6 584.15 CFM CFM II I CI 12X8 ----� i'PASS i— T� FOYER I �51 cXFM} j GARAGE I ❑ BDBD i li I� ENTRY i I I Lam— I T�� I❑ _L MECHANICAL PLAN SCALE: 1/4 = V-0" OWNER'S SUITE R—VALUE SCHEDULE FLOOR SLA5 ON GRAPE R-0 EXTERIOR WALLS CMU - INT INSUL FRAMED WD - ADJACENT R-13 FRAMED WD - EXTERIOR R-13 CEILING UNDER ATTIC R-30 EQUIPMENT SCHEDULE 2.5 TONS tl C CARRIER C.U. 25H5C530A•030• A.H.U. FX4DN(5,F)931L HEAT 5 KW SEER 15 SEER TOTAL CAP 28400 ELECTRIC 208/230APP 5RKR C.U. 30 A.H.0 35 Ill LINES 3/4" t 3/8" Reviewed far Code CanpGenca Urovers l Engmeadnp scwxm r16, 0 q . I; W EF 4 i j , I B ` • aL SUBDIV. 8e LOT ql CREEKSIDE PHASE 2 LOT #38 PROJECT# 4321.200 038R1 R ;:dDEL: 4EAB "1672-ARIA" GARAGE SITING: RIGHT PAGE: MECHANICAL PLAN 160 MPH EXP. Cjl j .., 7 a., �mzr, PRINT DATE: OS 12 20 SCALE: 1/4"=1' — 0" SHEET mI PER FLR PLAN 1/2' CLG. 1/2' DRYWALL SECURE BT. PLATE TO SLAB W/ I0d MASONRY NAIL S 32' O.C. MAX FIN. FLR 2X4 TOP PLATE PRE-FAB TRUSS 2X4 WOOD STUDS ®24' O.C. SLAB, NOTE: 5TUD5 IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL GAB WETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16' O.G. OR, NOT LESS THAN 2x6, WHERE SPACED NOT MORE THAN 24" O.G. TYP. INT. WALL (NON-BRG. FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON is O.S.B. SHEATHING OR j' CDX PLYWOOD SECURED PER FASTENER SCHEDULE PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY V-0" FIN. FLR 1'-01, L TYP- 5/8' GYPSUM Bc OR 1/2' HIGH STRENGTH CLG. BOARD SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL PER ELEVATION �--R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON J' O.S.B. SHEATHING OR is CDX PLYWOOD SECURED PER FASTENER SCHEDULE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS o 24' O.G. 1/2' THICK, 2 COAT PORTLAND 8' CMU CEMENT PLASTER APPLIED 1/2' GYP. WL. BD. DIRECTLY TO MASONRY j - WOOD BASE � 0'-0' FIN. FLR H W/ WINDOW OPENING B TYP. WALL SECTION NO OPENING NOTE: PER SECTION 905.1.1 - FOR ROOF SLOPES 2.12 TO LESS THAN 4.12, A r5__�1-STORY HIP BLOCK WALL (2) LAYER UNDERLAI'MENT SYSTEM SCALE: 3/4' = I' -0' I5 REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT 15 PERMITTED BUT MUST BE PER ASTM D226 TYPE 11, ASTM D 48be TYPE IV, OR ASTM D 6751 CAULK AND SEAL caAB LME I i' Pvc eLEEVE FOR GAS LINE S' CMU cffr. U _ BD. WOOD BASE 2 GAS LINE THRU BLOCK D1 aca.E: FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R505.1.1 ON is O.S.B. SHEATHING OR is CDX PLYWOOD SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COATL-� PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0 -0 FIN. FLR 8' GMU 1/2' THICK 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY GALV. STEEL L TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODUCT GALv. STEEL— APPROVAL REQ. VERTICAL TRACK BY MAUF. FASTENED TO TRACK BRACKETS W/ PRODUCT APPROVAL IWO. B' CMU SEE STRUCTURAL FOR REINFORCEMENT 2xb P.T. LLD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL REQ SEALANT 4 BACKER ROD USATHER STRIP MOULOMG ALL AROUND (BY DOOR MANOR) OVERHEAD DOOR BY OTHERS GARAGE DOOR JAMBS SCALE: 1 1/2"=1'-O' 2X4 SPF 24' O.C. MAX., SECURE W/ (2) 12d NAILS a EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS — PER STRUCTURAL TU ALL UPRIGHTS PER STRUCTURAL DETAILS PRE-ENG WD. TRUSS PER ELEVATION CONT. 2x RAT RUN SECURED PER STRUCTURAL DETAILS SEE ENERGY CODE FORMS FOR - INSULATION R-VALUES PER ELEVATION 5/8' GYPSUM BOARD OR 1/2' — HIGH STRENGTH CLG. BOARD ti W/ WINDOW OPENING R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS a 24' O.G. 1/2' GYP. WL. BD. WOOD BASE FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R13M.1.1 ON i' O.S.B. SHEATHING OR }' CDX PLYWOOD SECURED PER I -O« FASTENER SCHEDULE TYP. MTL. DRIP EDGE CA- 2x FASCIA PER ELEVATIONS VENTED SOFFIT \—PRE-ENG. GABLE TRUSS WEEP SCREED \L-2x P.T. SECURED PER STRUCTURAL DETAILS B TYP. WALL SECTION NO OPENING 1-STORY GABLE BLOCK WALL SCALE: 3/4'=1'-O' 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY CMU Note. WALL FENESTRATION FLASHING PER FBCR 103A - Approved corrosion -resistant Flashing shall be applied Shingle -fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural Framing components. Self -adhered membranes used as Flashing shall comply with AAMA 111. All exterior Fenestration products shall be sealed at the juncture with the building wall with a sealant complying with AAMA 800 or ASTM C920 Class 25 Gracie NS or greater for proper joint expansion and contraction, ASTM C1281, AAMA 812, or other approved standard as appropriate for the type of sealant. Fluid -applied membranes used as flashing in exterior walls shall comply With AAMA 114. The Flashing shall extend to the surface of the exterior wall Finish. Reviewed for Code ComWary Universal ErWws*V S„ w" 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 r4 W y 0 U w 0 0. v h W 4 F A svSDIV. & LOT: CREEKSIDE PHASE 2 LOT #38 PROJECT# 4321.200 038R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHrrECT: STATE OF FLORIDA MICHAEL C. ANDERSON AR NO T7305 rrciar x DATE: 08 12 20 SCALE: 1/4"=1'-0" SHEET TOP: 2X6 P.T. • CENTER OF DOOR HEADER SECURED W/ (1) 1/2' X e' J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT OR W/ (1) 1/2' X 8' ANCHOR BOLTS "" d' MIN EMBEDMENT ?' X 2' X 1/8' WASHER 4 NUT— E -ECURE 2x4 ON FLAT TO BILK W/ MASONRY NAILS. 2X6 GARAGE DOOR BUCK SECURED W/ (5) 1/1' X 8' J-BOLT OR ANCHOR BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2- X 2' X 1/8' WASHER 4 NUT. (1) WITHIN 0' OF TOP, (1) WITHIN 8' OF THE BTM, (3) EVENLY SPACED. NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR 1 BUCK ATTACHMENT D SCALE: I/)'.I'-0' 8' CMU Yz' DRYWALL I'X4" OR 1'X2' P.T. NAILER Ix4 P.T. OR 5/4'X4' MIN. ❑ SECURE THRU FRAME 4 EXTEND I-Y4' INTO BLOCK ❑ W/ W6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I-Y4' WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING \`DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3/4 OR +5/4 WINDOW TO BLOCK +3 4 OR +5 4 (A )SCALE: N.T.S. 2X4: SECURE TO BLOCK W/ TAPCONS OR (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 18' O.C_ MAX SPACING. 2X6:® SECURE TO BLOCK W/2-3(6' TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') — WITHIN 8' OF EACH END 4 18' O.C_ MAX SPACING. 2X8: cmm SECURE TO BLOCK W/2-We,' TAPCONS (MIN. SHANK SIZE _I45 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END IS' O.C. MAX SPACING. 8' CMU DRYWALL I'X4' OR I'X2' P.T. NAILER r_DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED A') DOOR JAMB TO BLOCK +1-1/2" WINDOW TO BLOCK +1-1 2" B SCALE: N.T.S. 2X4zm SECURE TO BLOCK W/ W(,' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 )4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18' O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6cm SECURED THROUGH 3� SECURE TO BLOCK W/2-�16' NON-STRUCTURAL' TAPCONS TAPCON MIN. 1-Y4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK - MIN. HEAD SIZE .300 all CMU MIN. EMBEDMENT I Y4') ' DRYWALL WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 1'X4' OR 1"X2' P.T. NAILER ❑ 2X8:® SECURE TO BLOCK W/2-3(6' i(6' O.S.B. X 4' MIN. TAPCONS DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN. EMBEDMENT 149 ATTACH TO 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. 18' O_C. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-15/16" WINDOW TO BLOCK +1-15 16' C SCALE: N.T.S. 2X4:® SECURE TO BLOCK W/ Wr.' TAPCONS (MIN. SHANK SIZE J45 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X&am SECURE TO BLOCK W/2-%* TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 _ MIN. EMBEDMENT I Y4') WITHIN 8" OF EACH END 4 18' O.C. MAX SPACING. 2X8cm SECURE TO BLOCK W/2-% TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8" OF EACH END 4 18' O.C. MAX SPACING. - / NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3ii6' TAPCON MIN. I-Y4 EMBEDMENT INTO BLOCK 8' CMU ' DRYWALL I'X4' OR I'X2' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +2 1/4" WINDOW TO BLOCK +2 1/4 " D SCALE: N_T.S. 2X4= SECURE TO BLOCK W/ W6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4") NOTE: STRUCTURAL 2X WITHIN 8 OF EACH END 4 MUST BE ON OUTSIDE 4 18 O.C. MAX SPACING. 2X6cm SECURED THROUGH SECURE TO BLOCK W/2-,NON-STRUCTURAL Wib' 3'(6 TAPCON MIN. 1-Y4. (MIN. T EMBEDMENT INTO BLOCK N. SHANK SIZE .145 HA MIN. HEAD SIZE 300 8' CMU MIN. EMBEDMENT 1 Y49' DRYWALL WITHIN 8' OF EACH END 4 I'X4' OR I'X2' P.T. NAILER 18' O.C. MAX SPACING. ❑ 2x8cm SECURE TO BLOCK W/2-%W6' TAPCONS DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') DOOR JAMB OR WINDOW WITHIN 8" OF EACH END 4 ATTACH TO 2X PER 18' O.G. MAX SPACING. MANUFACTURES DETAILS. NOTE: SWAN AS NEEDm TO F"NO JAM (OO NOT pc¢ r) )w) DOOR JAMB TO BLOCK +3" WINDOW TO BLOCK +3" 95 CALE: N.T.S. 2X4= SECURE TO BLOCK W/ N& TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18' O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X&:® SECURED THROUGH SECURE TO BLOCK W/2-%' NON-STRUCTURAL -%' TAPCONS(MIN. SHANK SIZE YAPCON MIN. I-Y4" .145 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') 8' CMU WITHIN 8' OF EACH END 4, DRYWALL IS' O.C. MAX SPACING. ❑ 2X8: I'X4" OR 1'X2" P.T. NAILER SECURE TO BLOCK W/2-46' 2ND 2X SECURE TO TAPCONS(MIN. SHANK SIZE STRUCTURAL MEMBER 145 W/(2)12d WITHIN 8' OF EACH MIN. HEAD SIZE 300 [END 4 W TO 8' O.G. MAX MIN. EMBEDMENT I Y49 OOR CASING WITHIN 8" OF EACH END 4 DOOR JAMB OR WINDOW 18"O.C. MAX SPACING. ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +T WINDOW TO BLOCK +3" F SCALE: N.T.S. 2X4 SECURE TO BLOCK W/Y4' TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') NOTE: STRUCTURAL 2X WITHIN 8' OF EACH END 4 MUST BE ON OUTSIDE 4 18" O.G. MAX SPACING. SECURED THROUGH NON-STRUCTURAL 3�6" SECURE TO BLOCK W/1-1/4' APCON MIN. TAPCONS(MIN. SHANK SIZE EMT EMBEDMENT O BLOCK. 145 MIN HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') 8' CMU � 'DRYWALL WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. I"X4' OR I'X2' P.T. NAILER 2X8 ❑ SECURE TO BLOCK W/1-1/4' 7f6' O.S.B. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4") DOOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 ATTACH TO 2X PER 18' O.G. MAX SPACING. MANUFACTURES DETAILS. NOTE: SWIM AS hM= TO PLAN@ JAM (Oo NOT EXCEED V) DOOR JAMB TO BLOCK +3-7/16' �1 WINDOW TO BLOCK +3-7/16" `I SCALE: N.T.S. 2X4= SECURE TO BLOCK W/Y4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Ya) WITHIN 8 OF EACH END 4 NOTE: STRUCTURAL 2X IS' O.C. MAX SPACING. MUST BE ON OUTSIDE 4 mi SECURED THROUGH SEC2XroURE TO BLOCK W/I-I/4 , SECURE NON-STRUCTAL TAPCONS TAPCON MIN. 1UR-IV (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4')4MMANUFACTURIES ' CMU WITHIN 8' OF EACH END ° DRYWALL 18' O.G. MAX SPACING.X4' OR I'X2' P.Y. NAILER 2x8�SECURE TO BLOCK W/1-T. X 4'MIN. TAPCONSO(MIN. SHANK SIZE.145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1Y4')OOR JAMB OR WINDOW WITHIN WOF EACH ENDTTACH TO 2X PER 18" O.C. MAX SPACING. DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4,) DOORJAMB TO BLOCK +3 3/4" WINDOW TO BLOCK +3 3 4" H SCALE: N.Y.S. Reviewed ter Code ca vwuwce Universal Enplrw ft 91 Sciences 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 h W D2 U W O F 4 V ull SLTBDIV. 8c LOT: CREEKSIDE PHASE 2 LOT #38 PROJECT* 4321.200 038R1 MODEL 4EAB "1672- ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHrTECT- STATE OF FLORIDA //W/L_� AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 DATE 08/12/20 SCALE: 1/4"=1' — 0" SHEET OI. FOLD INWARD • Pf. A OI. FOLD INWARD • PT. A 2. CREASE • K. B 3. CREASE • Pr. C ® ®FOLD .,T. NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES FELT UNDERLAYM ENT SHINGLE ROOFING—y DRIP EDGE• OVERLAP 3, EXTEND L12' BELOW SHEATHNG, MECHANICALLY FASTEN 4' O.G. MAX. OI. FOLD INWARD • PT. A 2. CREASE • PT. B I. FOLD INWARD • Pr. A 2. CREASE • PT. B 3. CREASE • PT. C 4. FOLD Pr. C OVER PT. B TILL PT. C TOUCHES BOTTOM FLANGE J' TFIIGK 3 COAT CEMENT PLASTER (FRAME), I2' 2 COAT CEMENT PLASTER (CMU) �U1RB LAYER 12, RMTIFIBER I9UILDING PAPER(FRAME ONLY) WRB LAYER *I, STUCCO URAP(FRAnE ONLY) LAP LAYERS OF BUILDING WRAP OVER NAILING FLANGE, STOP A50ESR.IC,L rFR' 115• ONLY) FRAME OR CMU EXTERIOR FASCIA WRAP KICK -OUT FLASHNG (SEE DETAIL) WATER TIGHT SEAL. FOLD. QQ bQL CUT. ® KIC KO UT DETAIL 1/16" ZIP SHEATHING SYSTEM ( INSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING OR CMU WRB LATER 01, STUCCO WRAP (FRAME ONLY) ek THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 COAT CEMENT PLASTER (CMU) METAL LATH (FRAME ONLY) Ik LAP WR5 d TAPE OVER ROOF/WALL SCREED Z 51X5• "L" TYPE CONTINUOUS GALV. METAL FLASHING z (NAIL TO ROOF DECK, NOT WALL SHEATHING) CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF CEMENT ROOF PER ELEVATIONS NOTE: IF ZIP SHEATHING SYSTEM 18 INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES 5 )� L„ N.T.S. FLASHING DRAINAGE PLANE (WR5 L)41'ER #1) STUCCO UJR)4P) UJRB LATER *2 (FORTIFIB R 5UILDINC PAPER) 1" IETAL LATH STUCCO X X X X UJOOD SHEATHINC3 _ OR 1/16' ZIF' SHEATHING SYSTEI" I ( INSTALLED PER MANUF. SPECS-) SELF-ADHE51VE FLASHING — — NOTE: 1"fETAL LATH: LATH TO 5E F'ER SECTION RI03-1.1 / )4STi"I C-84i-0'3) 111N. 2-5 L88. P1=R SO. �rARD (UTILITY OR NC1"IIN Rev;ew4W LATH DOES NOT i"IEET eFECIFICATI 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W W U W O F Em U D3 W Q I A ^• t t u . 1 . SUBDIV. 8e LOT: CREEKSIDE LOT #38 PROJMCTIO 4321.200 038R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 rsca n a 2012 DATE: 08 / / SCALE: 1/4"=1'-0' SHEET WAI LEGEND DRAINAGE PLANE (WRS LATER 01, STUCCO WRAP) WRB LATER *2 (1=0RTIFI5ER - - - - - BUILDING PAPER) METAL LATH x-x-X-x STUCCO -- WOOD SHEATHING J' OR 1/16" ZIP SHEATHING SYSTEM ( INSTALLED PER MANUF. SPECS.) SELL= -ADHESIVE 1=LA5HING - - NOTE: METAL LATH: LATH TO BE PER SECTION R-1031.1 / A57 f C-841-09, MIN. 2.5 LSS. PER 5a- WARD (UTILIT�r OR NOl IINAL LATH DOES NOT MEET SPECIFICATIONS) R VENT BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH WALL 6" SELF ADHESIVE — FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER — UNOER 'QUICK FLASH' STUCCO FINISH W SELF ADHESIVE OVER TOP E SIDES -1/16' ZIP SHEATHINGS SYSTEM INSTALLED PER MANUF. SPECS.) OR WOOD SHEATHINGS SELF FLASHING WRB LAYER 'I, STUCCO WRAP UNIT WRB LAYER e2, FORTIF15ER BUILDINGS PAPER PREMANUF. DRYER VENT GAP (SET IN METAL LATH CONT. SEALANT) WOOD VS' TEXTURED a��FINISH + WOOD CONSTRUCTION FASTEN TO WOOD STRUCTURAL MEMBER ® 7' OZ. MAX SEALANT 8' GMU TOP E SIDES Yam TO,¢' MID -WALL WEEP SCREED ;Y - zQif I / NOTE: �/ IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES A VENT PENETRATION SCALE: N.T.S. ELEC. METEF VERIFY LO FiKt--H ICJ K=LA=l Vi STUCCO SCRATCH COAT 4 1 COAT OF PAINT W/5AC1G— ROLL PRIOR TO ELEC. METER INSTALLATION METER FIELD =Y LOCATION Y STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC ISOCYANOTE—POLYBLENDFOAM / At c-ri 1�11 R SIMILAR) APPLY A SILICON BASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES i i �v . Ir, . i ....�./O SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND DISCONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR BOX INSTALLATION WRB LATER 41, STUCCO LURAP WOOD SHEATHING APPROVED HOUSEWRAP BELOW CUT SUCH THA' NO MEMBRANE ENTERS BOX, APPLY TO FAc EDGE APPLY E—Z BEA[ OVER 60 MIN GRADE 'D' FELT —PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS 6' WIDE STRIP SELF — ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING TEXTURED FINISH s MASONRY B HORIZONTAL WEEP SCREED (FRAME TO BLOCK) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER 01, STUCCO WRAP CUT 'X" INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER #I ST F :11 APPLY 60 MIN - GRADE "D' FELT OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP 5Tf 1*3 a STEF WRB LAYER "1, STUCCO WRAP SELF -ADHERING MEMBRANE FLASHING WRB LAYER 02, FORTIFIBER BUILDING PAPER S T F *14 ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH 5T E F 5 T E F ELECTRICAL RECEPTACLE ® Reviewed tar Code �D„ i�enDe Universal Engulool" scharNm 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w r 0. Chi 0 Ell A SUBDIV. & LOT: CREEKSIDE LOT #38 PROJECT# 4321.200 03BR1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETALEV. 160 MPHj ARCHITECT - STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO T7305 r"'P" JL 08 12 20 DATE: / / SCALE: 1/4"=1'-0" SHEET DRAINAGE FLANE (WRB LAVER 1*1, STUCCO UJRAP) WR5 LAVER #2 (FORTfFIBER 5UILDING RAPER) METAL LATI 4 STUGGO WOOD SHEATa-41NC:; OR -1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUR SPECS.) SELF-ADPESIVE FLASI4ING 2 1/2 " CORNER BEAD (FASTENER 4 SPACING a I" O.G.) CMu r/a" THICK, 3 COAT CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 1 ApICORNER BEAD @) BLOCK �,aawaawr coea owed tw C UMvers 2 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W V W O E. 0. U W C F A E4 i n ■ ■ ■ SXMDIV. 8c LOT: CREEKSIDE LOT #38 PROJECT 4321.200 038R1 MODEI. 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS L160 MPH EXP. C ARCHITECT- STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 rscaav a OS 12 20 DATE: / / I SCALE: 1/4"=1'-0" 1 SHEET WA3 I ■ 1 J 1 2x6 SUB -BAND W/1"x4" NOTCH a END, WRAPPED IN PEEL 8 STICK DRIP EDGE -1/8" TEXTURED FINISH im WOOD 1/2" TEXTURED FINISH a CMU METAL FA �1 I� I1 I� I ` 2X6 SUB 3 I � 1 / 1 METAL FASCIA ' WRAF)/all FROM STUCCO, 1" FROM WOOD WALL `—EXTERIOR WALL (FRAME OR CMU) NOTE: NOTCH FOR 2X6 �+ \ SUB BAND ONLY `\ I ( )ELEVATION N ROOF KICK OUT REMOVED �1 FOR CLARITY --ROOF DECK (BEYOND) �rt DRIP EDGE, 1" OFF WALL NOT INTO STUCCO) 1i/8" TEXTURED FINISH 6 / WOOD, 1/2" TEXTURED FINISH a CMU '�-T2x(o SUB -BAND W/1"x4" NOTCH a END, WRAPPED IN PEEL 4 STICK METAL FASCIA WRAP I' OFF WOOD WALL. SUB BAND 2" OFF WOOD WALL 7/V TEXTURED FINISH ,e WOOD, 1/2' TEXTURED FINISH a CMU METAL LATH WOOD SHEATHING OR CMU WR5 LAYER 01, STUCCO WRAP (FRAME ONLY) WRB LAYER e2, FORTIFIBER BUILDING PAPER (FRAME ONLY) ROOFING CEMENT DRIP EDGE METAL KICK OUT NOTE: I IF ZIP SHEATHINC PLEASE SEE MA PROCEDURES PRE-ENG'D TRUSS TO BE CUT G WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4"x4' -0' SCABBED TO TRUSS W/126 NAILS 6"-a" O.C. MAX. 2x SUB -BAND W/lY"x4" NOTCH e END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL ® WALL SUB BAND DETAIL @) WALL W/KICK—OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. ,V4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND WIV2Hx4" NOTCH 6 END, WRAPPED IN PEEL 8 STICK *ROOF CEMENT s ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/LYHx4" NOTCH 6 END, WRAPPED IN PEEL 8 STICK *ROOF CEMENT e ROOF EDGE OMITTED FOR CLARITY Reviewed for Code compliance Universal Enguwwb p scnwe 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 El 134 w 0 0. i; w 0 F A SVBDIV. 8a LOT: CREEKSIDE LOT #38 PROJECT# 4321.200 038R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS: SUB —BAND 160 MPH EXP. C ARCHrrECT STATE OF FLORIDA AUG It 2020 WCHAEL C. ANDERSON AR NO T7305 r cwaa`ll a O p 12 20 DATE: UU SCALE: 1/4"=l'-0' SHEET WAS FOUNDATION NOTES 1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS. 2. TOP OF FINISHED SLAB SHALL BE +-0'-0". 3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4. REFERENCE ELEVATION +4-0", SEE SURVEY PLOT FOR NAVD. 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: PROVIDE 1/2" FELT PAPER AT THE JOINT. 7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL DRAWINGS. 8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING. 9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS AND WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 11.0INDICATED #5 BAR, OINDICATES #6 BAR,■INDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 900 HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS. 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 = 30 #6 =36"), AND REINFORCING SHALL BE CONTINUOUS. 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE, 14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I.530-13/ASCE 5-13, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I.530-13/ASCE 5-13, USING: F'm = 1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND. 16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER 3 OF SLAB SUPPORTED 3'-0" O/C MAX. SEE PLAN FOR WWM SIZE, INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, 6th EDITION SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS 6x6 W1.4xW1.4OVER GENERAL 3 1/2" 6 MIL VAPOR COMPACTED FILL BARRIER FOOTING SCHEDULE PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY. MARK WIDTH LENGTH THICKNESS BOTTOM REINF. TOP REINF. T.O.F. SHORT LONG FM-12x18 12" CONTINUOUS 18" (2) #5's (+)0'-0" FMC-12xl8 12" CONTINUOUS 18" (2) #5's 1t5 IN CURB VARIES F-24x24 24" 24" 12" (2) #5's (2) #5's (-)0"-4" FM-12xl2 12" CONTINUOUS 12" (2) #5's (_)0'-4" TE-1 8" SEE PLAN 8" (1) #5's SECURE A/C SIMPSON WB STRAP t0 UNIT ROLL STRA CONC. UJ/ P (2)-3/1&'X2' OR EQUAL A TAP -CONS EACH CORNER OF UNIT CONC.—� `SECURE STRAP TO 5LA5 UNITS W1 (2) "'8x1 1/4 GHT MTL SCRELUS A/C CONNECTION TO PAD DETAIL FOUNDATION PLAN SCALE: 1/4" = V-0" ® gewnwea is w ax�v�° universnn9�'" 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W v N Iq JI- 0 a 14 O 14 SUBDIV. 8c LOT: CREEKSIDE PHASE 2 LOT #38 PROJECT# 4321.200 038R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: RIGHT PAGE: FOUNDATION PLAN z 160 MPH EXP. C' A�RCHrrECT= O STATE OF FLORIDA AUG 14 2020 MCHAEL C. ANDERSON AR NO 17305 08/12/20 SCALE: 1 /4"=1 81-MET s i 30„ MIN. EACH WAY MONOLITHIC FOOTING z STEEL REINFORCING IN GROUTED STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND ¢ d - CELL SEE PLAN FOR SIZE AND o a d }; I SPACING REQUIREMENTS FT L ° } SPACING REQUIREMENTS r r- G ¢ w m w I nU coT E ° ¢J �� ¢ r FM _� 0 _� z 8" CMU WALL O U 8" CMU WALL I I CORNER BARS, SAME SIZE AS LARGER BAR W O Z ; LI IN FOUNDATION WITH 30" LEG EACH w 4' M CO - - +- 0'-0" WAY AT ALL CHANGES IN DIRECTIONS U co +- LAB TOP OF SLAB I rl SO THAT THE STEEL REINF. IS CONTINUOUS �' li TOP OF SLAB M • 1 ��I MATCH AMOUNT OF CONTINUOUS BARS SEE SLAB SCHEDULE V VARIES EXT. PORCH SLAB I 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION t_ 6" CHAMFER (2-STORY) JOINT (WHERE • • APPLICABLE) z SEE SCHEDULE FOR WxD, BAR SIZE i l AND BAR QUANTITY SEE SLAB SCHEDULE TOP OF GARAGE c I CONTINUOUS STEEL MONOLITHIC EXT. PORCH SLAB 4" CHAMFER (1 STORY) FOOTING REINFORCEMENT SEE SCHEDULE W/ 1/2" ISOLATION 6" CHAMFER (2-STORY) JOINT (WHERE • SEE SCHEDULE WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING APPLICABLE) Z FOR WxD, BAR SIZE DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST AND BAR QUANTITY NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO N EXTERIOR MONO -FOOTING - OEXTERIOR MONO -FOOTING MONOLITHIC FOUNDATION RECESS AROUND GARAGE 1 SCALE:3/4"=1'-0" SCALE:3/4"=V-0" 3 CORNER BARS DETAIL 4 DOOR OPENING @ GARAGE SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" ra a P TOP PLATE A MIN. OF 48" LAP TOP PLATE A MIN. OF 48" A NAIL W/ 16d COMMON AND NAIL W/ 16d COMMON NAIL 2-ROWS, 4" O/C BTM: VERIFY HEIGHT NAILS, 2-ROWS, 4" O/C BTM. VERIFY HEIGHT LAP T CCUR OVER STUD OF WALL W/ PLAN LAP TO OCCUR OVER STUD OF WALL W/ PLAN w01 PROVIDE BLO NG 2x4 OR 2x6 D BEARING 2x4 OR 2x6 WOOD BEARING -PROVIDE BLOCKING WALL W/ SYP WALL W/ SYP No 2 STUDS SEE 2"CAPPED > co I NEW REINF. BAR No 2 STUDS SEE P S FOR PLANS FOR SPACING. SINGLE E R�{ . PLATE TO SLAB W/ GALVANIZED PIPE O a SECURED W/ 2- PART SPACING. SINGLE BT PLATE Ir ¢ �' BTM. PLATE TO BE PT. 1/ "x DGE ANCHOR W/ 2" W/FLANGE @BASE 0- I EPDXY: MIN. EMBED TORE PT. PROVIDE DBL. OP PROVIDE DBL. TOP PLATE -SECURE BL PLATE TO � 8", LINO PLATE R SET IN HIGH STRENGTH ¢ SLAB W/10d MASONRY o ¢ XY 5-1/2" EMBED. MIN. 7a 16" OC FOLLOW ALL MANF.O/C = 0C I SPECIFICATIONS FOR SIMPSON SPH4 OR SPH6 AX. NAIL 16" NAL ME STAGGERED. (A ¢ BTM AND TOP PLATE ADDITIONAL METAL USE AND CONNECTORS NOT F- m ANCHORS W/ 10d x 1 1/2" SECURE FLANGE TO f- w PREPARATION OF REQUIRED WHEN NO SLAB W/(4) 1/4" X 21/4" (5 't K l— HOLE. COMMON NAILS FILL ALL U t0 UPLIFT IS PRESENT TAPCONS I BAR SIZE 48 BAR DIA. #3 1811 #4 24" #5 30" #6 36" #7 42" Z CE w J O �4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) BOLLARD 1'ADDING BAR TO SCALE:3/4"__0" /+ MONOLITHIC FOUNDATION LAP P PLATE A MIN. OF 48" AND N W/ 16dCOMMON NAILS, 2- WS, 4" O/C BTM. LAP TOOC R OVER STUD 2x4 OR 2x6 WOO INEARG - WALL W/ SYP No 2 UDS SEE PLANS FOR SPACING. INGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLAT VERIFY HEIGHT OF WALL- W/ PLAN PROVIDE BLOCKIP RE By. PLATE TO e/ d MASONRY NAIL TAGGERED. IONAL METAL NECTORS NOT UIRED WHEN NO FT IS PRESENT. SLAB SCHEDULE `�SEE SCHEDULE u .. FOR WxD, BAR SIZE D BAR QUANTITY 9 INT IOR FOUNDATION OD WALL SCALE: 3/4"=V-0" (NO P L I FT) STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS �4Q 8" CMU W AY XFOR SEE SLAB SCHEDULE "ISOLATED" COLUMN PAD CENTERED UNDER WALCAND \SIZE LITHICALLY WITH D SLAB AND BAIINED EMONO— ING AN HOLES, DO NOT USE 10d w x 3" I rSEE SLAB SCHEDULE ¢ I 4 n+ EQ. EQ. SEE SCH ULE FOR WxD, BA IZE AND BAR QUANT INTERIOR CURB FOUNDATION WOOD W SCALE: 3/4"=V-0" (W/ U P L POURED LINTEL CONT. (TYP.) 8" CMU FILLED CELL (TYP.) 2X WALL FRAMING •. 1/2" DIA. SIMPSON STB2BOLTS 5" MINIMUM EMBEDMENT INTO GROUTED CELL, 4" FROM ENDS AND 16" O.C. VERTICALLY MAX INTERIOR FRAME BRG WALL TO BLOCK WALL CONNECTION SCALE: 3/4"=V-0" OF SLAB 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.a bdesigngroup.dom FOR AA #: 0003325 NRY SET EV: 77 w SEE SLAB SCHEDULE a v 1 7 ram_ EQ. EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL LE: .3/4"=I-0" (NO. UPLIFT) IDReviewed a Code Compliance Universal Enym s liffiI G e, d ew' rl Cal p ' SLJBDIV. 8e LOT: �i CREEKSIDE 4 f` PHASE 2 LOT # 38k " PIrOJECT# 4321.200 038R1; MODEL: a 4EAB "1672—ARIA"a GARAGE SWING: RIGHT K„ PAGE: I DETAILS a °1 "7 160 MPH EXP. t ARCHrrECT STATE OF FLORIDA AUG 14 2020 e- yr r MICHAEL C. ANDERSCN AR NO 17305 PRINT 'IE: 08/12/20 SCALE: 1/4"=1'-O" ` SREE steJLjjjj �._ DOWEL PLAN SCALE: 1/4" = V-0" 2194 HWY AIA, SUITE INDIAN HARBOUR 6E.4 FLORIDA 329$7 PH: 321-802-3891 www.abdesigngroup,c AA #: 0003325 cam` c c4 12, iz rJ4O F'SUBDIV. CREEKSIDE PHASE 2 LOT #38 PROJECT# 4321.200/038Rl MOIDEr. S 3 ID L 2 0 8 E T' 038RI 4EAB "1672-ARIA" GARAGE SWING: RIGHT IGHT PAGE: DOWEL PLAN L160 MPH Exp. JC C C AR H TRI41 STA T 0 LO STATE OF EF FLORIDAF FARCHITECT AUG 14 2020 4 41C L C p CHAEL C. ANDERSON ol 05 AR NO 17305 R"cr.=ode Pp-�'NT 08/12/20 un4w DATE: I- SCALE: 1/4"=1'-0 SHEET S1.2 TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK GROUTED BOND BEAM — VARIES PER ELEV. d j d o CLEAN OUT REQUIRED FOR INSPECTION 0'-0" FIN. FLR. TIE ERTICAL REBAR ° TO HORIZONTAL J <> REBAR W/ 10" HOOK d Z O cry U HORIZONTAUVERTICAL REINFORCING SCALE: 3/4"=V-0" BAR SIZE 46 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" #5 BARS 6 00 00 1�oll • o CMU UNIT DIMENSIONS m ARE NOMINAL SIZES MASONRY SYMBOLS SCALE: 3/4"=V-0" z ; -j STEEL REINFORCING IN GROUTED — - --- CELL SEE PLAN FOR SIZE AND } SPACING REQUIREMENTS _F mW _U — _ Z 8" CMU WALL O to TOP OF SLAB TOP OF SLAB SEE SLAB SCHEDULE z w BAR SIZE 48 BAR DIA. � EXT. PORCH SLAB d 4" CHAMFER (I -STORY) OU W/ 1/2" ISOLATION 6" CHAMFER (2-STORY) #3 18" JOINT (WHERE #4 24" —� APPLICABLE) Z MATCH STEEL #5 30" 6" PVC CHASE w REINFORCEMENT PER SCHEDULE #6 36" 6" PVC CHASE THRU FOOTING THRU FTING OO r #7 42" SEE SCHEDULE MATCH STEEL REINFORCEMENT FOR WxD, BAR SIZE PER SCHEDULE AND BAR QUANTITY PVC CHASE THRU FOOTING 4 SCALE: 3/4'=1'-0' Reviewed for Code Cpnp"an s I,.. Universal ErgnewTv sciences 2194 H WY A1A, SMITE 301 INDIAN HARBOUR EACH, FLORIDA 329 37 PH: 321-802-3591 www.abdesfgngrop com AA # 0003325 yawl rt, ,, F � W r� v, ti 0 � O 1 U I j f 4 F � k �� [ w�r;r SUBDIV. & LOB".; CREEKSIDE PHASE 2" LOT #38 PROJECT* 4321.200 038R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: RIGHT' PAGE:. f DETAIL'S 16 I i, 1i t k_ AHCHIFI EC 9 . , STATE OF FLORIDA F< r, AUG 14-2* ICHAEL C. ANDE I ' AR NO 17305 08/12/20 DA FTC,", x SCALE: 1/4"=1' — O" SKEET FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 1 Od x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD`. SIMPSON H10A OR LGT2 W/ 10dx 1 1/2" HOG NAILS, FILLALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6, BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11 WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. HEADER SCHEDULE MARK SIZE $ REMARK DESCRIPTION D (2) 2X$ BEAM SCHEDULE INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT REINFORCEMENT STIRRUPS MARK DESCRIPTION (psi) SIZE ZE' REMARKS BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x8 — (1) #5 — N/A — GROUTED SOLID "CAST-CRETE" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-UNTELS 1 SAFE LATERAL 8" PR• (SST & PRESTRESSED LOADS FOR U-LINTELS 1 1 SAF UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT C SAFEEL OAD SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH SU8 8F&08 SF12-OB 8F16-OB 8F20-06 8F24-08 8F28-013 8F32-013 TyPE LENGTH 8U8 8F8 RCMU LENGTW � TYPE 8F8-1T 8F12-1T 8MAT BF2D4T 8F24-1T 8F2&1T 8F32-1T BF&1B 8F12-16 8F76-iB BF20-1B aFz4-ts aFze-16 aF3z-1s aF&zT 8F12-2r 8Ft6-2T BF20-ZT 8F24-2T 8F28-27 8F32-2r 3'-6" (42') PRECAST 2231 3069 3719 5163 6607 8054 9502 10951 3'-6" (42") PRECAST 1025 1024 1598 3'-6" (4 2') PRECAST 1669 2655 3524 4394 5263 6132 7001 3069 4805 6113 7547 8974 10394 11809 1569 2655 3524 4394 5263 6132 7001 4'-0" (48') PRECAST 196E 2561 2751 3820 4890 5961 7D34 8107 4'-0" {48") PRECAST 765 763 1309 4'-0" (48") PRECAST 1363 2305 3060 3815 45TO 5325 6079 2893 4605 6113 7547 8974 10394 11809 7363. 23D5 3060 3815 4570 5325 6079 4'-6" (54") PRECAST 1599 1969. 2110 2931 3753 45-16 5400 6224 4' 6" (54") PRECAST 592 591 1073 4'-6" (54") PRECAST 1207 2040 2707 3375 4043 4711 5379 2189 4375 6113 7547 (7) 8672 10294 11809 1207 2040 2707 3375 4043 4711 f 5379 5-4- (64") PRECAST 1217 1349 1438 1%9 2560 3123 3686 4249 6-4- (64") PRECAST 411 411 745 5'-4".. (�4") PRECAST 1016 171511) 2Z76 (4): 2838 3399 3961 4522 1863 3090 5385 7547pm 73421,m 8733na1 1012711e, 1016 1715 2276 2838 3399 3961 4522 5'-10" (70") PRECAST 1062 1105 1173 1631 2090 2549 3DO9 3470 5'-10' (70') PRECAST 340 339 616 TAW (70') PRECAST 909 1567(18) 208q,a) 2593 31071m 3620 w) 4133 p 1451 2622 436D 7168m) 6036pod 71871,e 83,28wl 929 1567 2080 2593 3107 3620 4133 6' 6" (78") PRECAST 9pg 1238 2177 3480 3031 3707 4383 5061 6'-6" (78") PRECAST 507 721 490 6-6 (78") PRECAST - 835 nz) 1407m) 1868Rp 2329, 2790116) 32511,q 3712p2 1238 2177 3480 5381 8360 10391a7) B825)14) 835 1407 1868 1 2329 2790 3251 3712 T-6" (90") PRECAST 743 1011 1729 2632 2205 2696 3191 3685 T-6" (90") PRECAST 424 534 363 T-8" (�D") PRECAST 727, 10651m 1624p1, 2025(m) 2426(26) 28271m) 32281v 1D11 1729 Z661 3898 5681 B4sr,4), 647z1,,, 72T lzza 1624 2D25 242E 2827 3228 9'4" (112') PRECAST 554 699 1160 1625 2564 3486 2818 3302 9'-4" (112") PRECAST 326 512 1 230 9'4" 12') PRECAST (1, 591 708(25) 1136)e4, 1474(54) 1815(q 21571e4) 250Dp 752.. 1245 1843 2564 - 348E 47DS�a>) 639014,) 591 862 1318 1843 1969 2294 2619 10'-0" (126") PRECAST 475 535 890 1247 2093 27T7 2163 253E 10'-6" (126") PRECAST 284 4D1 180 10'-6" (126') PRECAST 530 575t) 916p) 1188(m) 1461M 1736p) ZD111x 843 1052 1533 2093 2781 3643pm 4754M) 530 685 11801e, 1472'14) 1763 p 2055 234E 11'-4": (138") PRECAST 362 562 945 1366 1846 24Z3 312T 400E 11'-4" (136") PRECAST 260 452 154 11'�" (1'..36") PRECAST 474 5D4 pe) 800(a2, 10371M 1274p2) 1513m 1753p; 582 945 1388 184E 2423 3727 400E 494 607 1042nm 1372m) 164316r 1915161 2187 R 12'-0" (144') PRECAST 337 540 873 1254 1684 2193 2805 3552 12'-0" (144") PRECAST 244 402 137 12'-0" (1'44") PRECAST 470 ry 458)m) 724 e, 938 M 1153(e2) 1369M 1585 - 540 873 1254 1684 2193 2805 3552 470 550 940(,0) 1302(iq 156011a, 18181111 2075 p1 ITT- (16D") PRECAST 296 471 755 1075 1428 1838 2316 2883 1T-4- (160") PRECAST 217 324 110 13'-4" (160') PRECAST 418 15) 386(22) 607 m 785 0 964 im) 143 1(a,) 1323p, 471 755 1075 1428 1836 2310 .2883 428 460 780 (9) 1159121 1416M 1653,E 1887n7 14'-0" (168"} PRECAST 279 4Z4 706 1002 1326 • 1697 2127 2630 14'-0" (168") PRECAST 205 293 100 14'-0" (168") PRECAST 384 s 358(zi) 560 724 0 889 p6 1054po 1220 442 706 1002 132E 1697 2127 2630 410 425 717 (9) 1063121 1&%n) 1582(2) 1807p, 14'-8" (176") PRESTRESSED N.R. NR NR NR NR NR NR. NR 14'-8"(176") PRESTRESSED N.R. 284 91 14'-8" (176") PRESTRESSED 239 334 iz„ 520 cm 672 825 1m 978 rya 1131 458 783 1370 1902 2245 2517 27t2 246. 395 663 p, 980 w) 13031m) 1518pm 1734, 164" (184") PRESTRESSED N.R. NR NR NR NR NR NR NR 15'-4" (184") PRESTRESSED N.R. 259 83 15'-4" (184") PRESTRESSED 224 313121) 486 M) 627(22, 769 (ss) 911 pa) 1054pE 412 '. 710 1250 1733 2058 2320 2513 230 368 616 1s). 908 pm 1240)m) 1460pT) 1668p1 1T-0" (208") PRESTRESSED N,R. NR NR NR NR NR NR: NR 1T 4" {208") PRESTRESSED N.R.94 . �1 64 1T-0" (OS") S PRESTRESSED 1 187 263 tl8 4051ee) 521 pp 638 p,) 756 PT) 873 p, 30D 548 950 132E 1609 1649. 204T 192 306 506 (e) 740 i, 1005)n) 1271 , 1473 C31 19'-4" (232") PRESTRESSED N.R. NR NR NR NR NR NR NR 19'4" (232") PRESTRESSED N.R. 148 52 19'-4" ( 32") PRESTRESSED 162 229 (17) 348 W) 447 p� 5471m, 647 pm 747 p; 235 420 750 1037 1282 1515 1716 1B6 263 429 16 623 ne, 8411m 1059 � 21'i1" (256") PRESTRESSED N.R. NR NR NR NR NR NR NR I 21,.4" (256") PRESTRESSED N.R. 125 42 , " 29 -4( 56") PRESTRESSED 142 204 ne) 307 p) 393 in)) 480 1m) 568 W) '655., 180 340 699 845 1114 1359 1468 142 232 373 (7) 537 on 7211m) 905 (s) 1048(zc 22'-0". (264"). PRESTRESSED N.R. NR NR NR NR NR NR NR 22'-0" (264") PRESTRESSED N.R. 116 40 I 22'-0" (Z64") PRESTRESSED 137 197110 295 p2) 379 p6) 462 1m 548 630 p ; 165 315 550 784 1047 1285 1399 137 223 358 513 11n 688((u 863 pe 999 zE 24'-0" (288") PRESTRESSED N.R. NR NR NR _ NR NR NR NR 24'-0" (288") PRESTRESSED N.R. 91 33 24'-0" (88') PRESTRESSED 1za i7e n:) zs7 ad 3a2 p„ 41612,) a9z p,) 567 p 129 250 450 654 884 1092 1222. 124 202 1 319 (7)1 455 1,,)l 606 )j 757 p,) . '876 p, (#) THE NUMBERS IN PARENTHESIS REDUCTIONS FOR GRADE 40 FIELD ARE ADDED PERCENT REBAR. (#) THE REDUCTIONS NUMBERS iN FOR GRADE PARENTHESIS 40 ARE FIELD ADDED PERCENT REBAR. - ALL VALUES TAKEN FROM "SAFE LOAD TABLES" BY CASTCRETE MAY 2015 EDITION PRECAST PRODUCTS - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS PROVIDE MINIMUM BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING PRODUCT CONTROL DIVISION ACCEPT NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE NCE #: 16-0126.03�, 1 ;♦ 8F16-1T/OMOB 8F16-1T/OM/OB 8F16-1T/0M/0B 2• ♦ C) 1� ♦ T I 1 1 � ♦♦ N *# w �♦ 00 GT I, 1 °° 1 1 ♦° 1 1 °♦ 1 _I 1 °° 1 °° ,, 1 1 °♦ I� 1 ♦Y4# 1 1 I 1 1 I 1 j 1 l 1 I 1 I 1 ICD 1 la 16 Ll l ao 1 LINO, PROVIDE BB1 WHERE 1 ROOF TRUSSES BEAR, TOP 1 1 OF WALL EL. 8'4', UNO. 1 1 1 1 I 1 ' 1 1 ! 1 I 1 1 1 - 1 1 1 i 1 1 1 ♦♦ 1 ° 1 1 4' 1� ♦♦♦ 1 1 1 ♦° 8RF6- °°♦ I 1 ♦ 1 T/OM/OB ♦ ! 0 r; — ♦ GT ♦ it e 1 - � 1 ; 1 I i ♦ °° 1 1 1 I ♦ ♦ 1 0 1 1 ♦ 1 , 8F16.1T/OM/OB I ` 81`28-1T/OM/113 ♦ ' J LIFT BEAM PLAN SCALE: 1 /4" = V-0" Reviewed for Cods CompNalxe U1wersW scw mm 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 1111 r, F w 3 f � k U f: W 0 F 4 a w F E 2' A � s n SUBDIV" ac LOT®' CREEKSIDE PHASE 2 LOT #38 PROJECT# 4321.200 038R1 MODEL: 4EAB "1672-ARIA" 5 4AGE SWING: w� RIGHT LIFT BEAM i PLAN AND NOTES 160 MPH EXP. ( ,MN ARCHITECT STATE OF FLORIDA AUG 1 t MIICHAEL C. ANDERSON AR NO 17305 acyr PRINT DATE: 08/12/20 SCALE: 1 /4"=1' — 0" SHEET % 1 S Fes, #5 CORNER BAR W/ 30" LAP FOR EACH COURSE OF BOND BEAM VERTICAL REBAR W1 10" HOOK OPEN FACE SHELL SO AS TO ALLOW BENT BAR TO BE PLACED IN UPPER AND LOWER BOND BEAM 30" TYPICAL #5 BAR IN BOND BEAM — CORNER REINFORCING OF BOND BEAM SCALE: 3/4"=V-0" DBL. BOND BEAM AT HIGHER ELEVATION DBL. BOND BEAM AT LOWER ELEVATION #5 BAR BENT AS SHOWN I I - #5 MIN. REQUIRED IN EACH CELL HOOKED IN TOP BOND BEAM W/ STANDARD ACI HOOK CORNER BARS G) AT CORNER STEP 3 SCALE: 3/4"=V-0" � PROVIDE 3" DIA. HOLE IN LINTEL SO THAT VERT. REINF. BAR CONTINUES THROUGH LINTEL. LE REINF. BAR(S), ;ROUTS BENEATH NOTES TO THE INSPECTOR/CONTRACTOR TYP. 8"x8" ;0)1 1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. W 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING PLACE STEEL HEIGHT. pF REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAYBE SPECIFIED SO THAT THEN THE LAST TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. TYP. 8"xl6" co 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE WhMKI"O"Q THROUGH YUC TOP OF THE LINTEL. 8" 6. LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP- 7I 8xl6 DBL. BOND TOP OF j, BEAM W/ (1) #5 BAR BOND BEAM EACH COURSE 8x8 BOND BEAM TOP OF k- • F = FILLED W/ GROUT W/ (1) #5 BAR "o BOND BEAM)' O U = UNFILLED GROUT SOLID FROM TOP OPENING NOMINAL # OF #5'S, IN 2ND BOND LINTEL TO TOP OF BOND WIDTH BEAM COURSE BEAM, IF FILLED LINTEL. SEE NOTE 5 0 IN M B T 0 E N LINTEL D BONI 8x8 PRE -CAST CONCRETE ) F 6-1 1 B LINTEL W/ (1) #5 BAR (L2) 'o = WI T MASONRY NOMINAL LENGTH OF BAR = WIDTH OF BEAM DESIGNATION HEIGHT # F #5'S, TOP OPENING - 2" IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR THAT XFXX - 1T/1 M/OB INDICATES A DOUBLE BOND BEAM 9 OF #5'S, BOTTOM 8x8 PRE -CAST CONCRETE L (Lj ) I AND XFXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (Ll) IFREFER, IT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS AND XUXX - lT/l M/OB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED Top 00 LINTEL OF OPENING AND XUXX - IT/OM/GB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL PRECAST HEADER(MIN) 2x4 (MIN 2 X 3) 1-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE-145 MIN HEAD SIZE.300 MIN EMBEDMENT 1 WINDOW 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x6 (MIN 2 X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK PRE -CAST 3 1/4" SIZE.145 MIN HEAD SIZE.300 WINDOW 2� MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" SILL � SLOPE O.C. MAX. MIN 1-1/4" EMBEDMENT 2x8 (MIN 2 X 3) 2-3/16 T/ TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE.300 MIN EMBEDMENT 1 2X4 SOLID BLOCKING 1/4") 8" FROM EACH END AND SECURE TO SHEATHING W/ 18" O.C. MAX. MIN 1-1/4" MIN. 2-12d PER BLK. EA. END EMBEDMENT V/7/16" OSB,SHEATHING TYPICAL MASONRY WINDOW C I MU WALL SILL CONSTRUCTION ARCHWAY FRAMING DETAIL 5 SCALE: 3/4"=V-0" mm wmIIIIIIIII��m SINGLE #5 CORNER — BAR, 30x30 TURNED UP OR TURNED DOWN INTO FILLED CELL m. STEEL REINF. OF BOND -BEAM PROVIDE #5 BAR AT EACH SIDE STEEL REINF. OF OF ELEVATION BOND. BEAM CHANGE CHANGEIN ELEVATION OF BOND BEAM =11-011 Reviewed for Coda LuCompliance Univotsal Er9n060V I � I Sciences 2.194 HWY AlA, SUITE 30:1 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 0. U4 F 4 E4 r. �2 AI 0 Is 11.1 'Ril 14 g� N, CREEKSIDE PHASE 2 LOT #38-- -F-PROJECT# 4321.200 038R1 4EAB "1672-ARIA" qG T ,kRAGE WMG: RIGHT DETAILS 160 MPH EXP. Cam`, ARCHRECT STATE OF FLORIDA AUG 14 2020 DERSO IiCHAEL C. AN ll AR, NO T7305 DATE: 08/12/20 jj SCALE: 1/4"=1'-O" P SINGLE LINTEL, MULTIPLE OPENINGS SCALE: 3/4"=V-0" SHEET S 2. 1 A' FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H16A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED, 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"), 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° X 2 7/8" LONG, WITH WASHER @ 16" O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11, WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM FINISH FLOOR. UNLESS NOTED OTHERWISE. 13. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY' REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW. TRUSS MANUFACTURER / ENGINEER NOTES: 1 ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE FABRICATED W/ A 2x6 BTM CHORD (MIND 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST 8" FROM', THE CENTER OF THE COLUMN. GIRDER/TRUSS TRUSSES W/2X4 W/2 6 BOTTOM BOTTOM CHORD CHO D 2x4 CAB.NAILED TO DIAGONAL TR SS -BOTTOM END JACK CH RD W/MIN (4) 10d BRACING/BOTTOM WHERE APPLICABLE NAI S FOR EACH '.CHORD BRACING CHORD CONNECTION i1 DISSIMILAR BOTTOM CHORD BRACING O END TRUSSES W/2X4 GIRDER/TRUSS BOTTOM CHORD W/2X6 BOTTOM CHORD Ly RNAL C NAILED 2x4 SCAB OMCHOIR BRAMW/MIN (4) dNAILS FOR EACH CHORD CONNECTION l DISSIMILAR BOTTOM CHORD BRACING @ MID RUN TRUSSES W/2X4 BOTTOM CHORD BRACING/BOTTOM CHORD BRACING CONNECTOR SCHEDULE CONTROL DATE: 01/27/2020 MiTek USP SIMPSON Migk LISP - SIMPSON DES UPLIFT GRAVITY DE HTA 16-18 1625 M (2) HTA 16-18 2430 (2) HTA 16 1970 H HTA 20 1970 H (4 HTA-20 2430 CC(2) Z LUGT-2 1655 LOT 5. UPLIFT GRAVITY FASTENER Ile E 9` ETA-16 1450 (8) IDd X 11/2" 1-PLY, (7) 16d 2-PLY, EMB- ' x 11/2" 1-PLY, (6) 16d 2-PLY, EMBED 4" 1 x 11/2" 1-PLY, EMBED 4' x 11/2" 1-PLY, (8)16d 2 PLY, EMBED 4" x 11/2" 1-PLY, (8)16d 2-PLY, EMBED 4" 1x11/2"1-PLY, EMBED 4" 12-PLY, EMBED 4" I" z 21/4" TITEN, WOOD (16)16d ' - i 1/4"x3"TO GIRDER, (4) 3/8" x 5" TITEN HD TO WALL )d x 11/2, 1 PLY ALTERNATE USE OF (2) HETA-20 ACCEPTABLE A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (22) Lod TO WOOD A.T.R. IN HIGH STRENGTH EPDXY(MIN 12 EMBED), (16) 10d TO WOOD A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12 EMBED),(I6) 10d TO WOOD I x 1-1/2" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12 EMBED), (16) SDS]/4"x3" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED),(32) SOS 1/4"x3". - I X 1112" - 1 X 11/2" 1 X 11/2" dx11/2' - (36) lqd X 112" (48) l q d X 11/2' (8) 8d O PLATES, (8) 8d TO STUDS --�-- -_-_-- - --� 16) 10d xll/2"TO STUDS -------- (4) Rd A 11/2" TO BEAM, (4) 8d x 11/2" TO POST. (12) 10d X1.1/2" (18) 10d X 11/2" (16TS 51/4"x3"iO WOOD,:(10)SDS 1/4"x21/2".W/ THREADED ROD, (2) NUTS/WASHER/2 PLY (16)-S S 1/4"x3 TO WOOD, (3)-3/4I' STUD BOLTS W/THREADED ROD, (2) NUTS/WASHER/2PLY :1) 5/8' A.T.R.. IN HIGH STEEN GTH EPDXY, (MIN. 7" EM BED.) IN COLIC.. (12)16d TO WOOD (1) 5/8' A.T.R. IN HIGH STRENGTH EPDXY, (MI N. 7" EMBED.( IN CONC, (12)16d TO WOOD (1) 3/4' A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (8110d TO WOOD (1) 1/2 A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (10) lol TO WOOD (1)5/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7"EMBED,) IN CONC.;(26)16d X 21/2" 11) 5/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED,) IN CONC., (26)16d X 21/2" (1)1" .T.R. IN HIGH STRENGTH EPDXY, (MIN.ID" EMBED.) IN CONC., (24) SDS Y" x 2, WOOD SCREWS (1) 7/8 A.B. IN HIGH STRENGTH EPDXY, .(MIN.7 EMBED.) IN CONC., (3) 3/4" STUD BOLTS TO WOOD REDHEAD (1) 3/4' A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 6.75" EMBEDMENT) IN C.M.U. TOP, (1).3/4" A.T.R IN HIGH STRENGTH EPDXY, (MIN. 6.75"EMBEDMENT) IN C.M.U. FACE,(18) 10d TO BEAM (Icl TO:HEADER, (10) 16d TO WOOD (18)1/ x 2-3/4.. TITEN (9 PER FLANGE) TO CMU,:(10) 10d TO WOOD (18)1/ " x 2-3/4" TITEN (9 PER FLANGE) TO CMU (10) Lod TO WOOD: (18)1/ x 2-3/4" TITEN (9 PER FLANGE) TO CMU, (10) 10d. TO WOOD. (4) 3/8 4 TITEN NO ANCHORS (2 PER FLANGE) TO CMU, (4)1/4 X 2-1/2 SDS SCREWS TO WOOD �v Ob 04 mo � N O (@j LL co Z ¢ U Z O m o a 00 LED tiv> U U U 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES W/ (2) 16d COMMON NAILS & SECURE TO BM. W/ SIMPSON LTA2 USED TO BRACE TOP OF WALL. 0 7 Al I y i i a I <- J I I 1 I I 1 i I FRAMING PLAN SCALE: 1/4" = V-0" ® Reviewed for Cads Comd for C L)IllveF5al EI1g1E1ewft $CIeal 2194 H WY ALA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 f � ( y , 0 t� W 5-4 0. I 11 � y I W Q k, � Is � � I 1 1 I n L u a Tal U33DIV. 8e LOT: CREEKSIDE PHASE 4. LOT #33 PROJECTS" 4321.200 0318 1 MODEL: 4EAD "11672-ARIA" F GARAGE SWING: RIGHT PAGE: N( FRAMING PLAN 160 MPH EXP. C ARCHrrECT- STATE OF FLORIDA y �y' AUG 14 2020 L MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 08 12 20 SCALE: 1/4"=1'-O" SHEET E;a A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH (9) 1 Od x 1 2" NAILS TO TRUSS B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH (12) 16d x 1 z' NAILS TO TRUSS DEL STRAP, 1 EACH SIDE WRAPS UP AND OVER TRUSS (NOT SHOWN) C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH (16) 1 Od x 3 4" NAILS TO GIRDER AND (2) SIMPSON HETA16 TRUSS ANCHORS WITH (12) 16d x 3 2" NAILS TO GIRDER 1x2, 2x WOOD FASCIA SEE ARCHITECTURAL 2x SECURED W/(3) 16d GALV. COMMON NAILS. 1 x2 SECURED W/ 10d GALV. COMMON NAILS / 12" O/C MASONRY BOND BEAM SEE SCHEDULE PLYWOOD SHEATHING, SEE "ROOF/WALUFLOOR SHEATHING FASTENER SCHEDULE" NOTE: A PT SYP #2 2" x 4", 6", 8" x 4'-0" MAY BE ADDED W/ 1 Od NAILS, 2 ROWS, 3" O/C TO FACILITATE ONE ADDITIONAL PLY MAX. TO ACCOMMODATE TRUSS ANCHOR REQUIREMENTS. ENGINEERED WOOD TRUSSES @ 24" O/C, SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL A ALLOWABLE' UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) DSGALTYPICAL TRUSS/ i s 1 b i s GIRDER CONNECTORS) 4 NOT USED NOTCH DEPTH 1/4*D HOLE EDGE >5/8" HOLE DIAMETER '? k< 2/5*D SGL. STUD OUTER 1/3OF SPAN ONLY BTM.— PLATE STUD NOTCHING AND BORING LIMITS 8 SCALE: 1 1/2"=1'-0" EDGE >5/8" HOLE DIAMETER <3/5*D DBL. STUD ENGINEERED WOOD TRUSS PLYWOOD SHEATHING, SEE @ 24" O/C, SUBMIT SHOP "ROOF/WALUFLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE" (1) SIMPSON HETA16 TRUSS ANCHOR WITH NOTE:A PT SYP #2 2" x 4", (9) Y Od x 1 2" NAILS TO 6", 8" x 4'-0" MAY BE ADDED GIRDER. PROVIDE 5" W/ 1Od NAILS, 2 ROWS, 3" MINIMUM CONCRETE O/C TO FACILITATE ONE EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO CONJUNCTION WITH ACCOMMODATE GIRDER HEAVY UPLIFT TIEDOWN REQUIREMENTS. CONNECTOR A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN WITH (4) e" x 5" TITEN HD TO CMU AND (12) SDS 4" x 22" TO GIRDER B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH (2) 2' x 5" TITEN HD TO CMU AND (18) SDS 4" x 1x2', 2x WOOD FASCIA B" TO GIRDER SEE ARCHITECTURAL C-{2) SIMPSON FGTR GIRDER TIEDOWNS WITH 2x SECURED W/ (3) 16d GALV. COMMON NAILS. (2) x x 5'TITEN HD TO CMU AND (18) SDS a x 3" 1 x2' SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED 12"'O/C SEE SCHEDULE' SOLID, 8" EACH WAY OF BOLTS A LLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) ALLOWABLE B UPLIFT = 4725 LBS (2 PLY MIN.) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) TYPICAL ROOF 2a 2b 2c GIRDER CO NNECTORS)RS) SCALE:3/4"=1'-0" 5 NOT USED (DlNo_i USED # 1100 UPLIFT SIMPSON HTSM20 W/10 1 Od TO TRUSS AND (4)1 /4" x 21 /4" TITEN 2 ANCHORS TO CONT POURED LINTEL # 1900 UPLIFT (2) SIMPSON HTSM20 INSTALLED ON PRE -ENO TRUSS OPPOSITE FACES OF BLOCK WALL W/10 10d TO TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONTINUOUS BOND BEAM CONT POURED LINTEL TITEN 2 ANCHORS MIN. 2" COVER & 2" APART REPAIR OF MULTIPLE EMBEDDED TRUSS ANCHOR iMISPLACED 3 SCALE: 3/4"=Y-0" 6-0" MAX (W/1 X4) OR 10-4- MAX (W/2X4) I DIAGONAL I. CHORD ICING, SEE N FOR LOCATION ' NOT BE WIRED . CHORD OF )D ROOF TRUSSES lx4 BTM: CHORD BRACING 6-0" O/C END WALL OR OTHER MAX., OR 2x4 BTM, CHORD BRACING END TYPE CONDITION, IF 10'-0" O/C MAXSECURED W/ (2) 10d DEPICTED SEE PLAN COMMONINTERSECTION NAILS ATEACH CHORD BTM. CHORD BRAVING INTERSECTION TYP. r/ G \1 � V SCALE:3/4"=V-0" 10 NOT USED (2) 2X4 No.2 SYP DIAG. — BRACE W/ (3) 12d @ EA. TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) 0'-0" TO 30'-0" (1) "X" BRACE 30'-1" TO 60'-0 (3) "X" BRACE (1) "X" BRACE @ CENTER (2) "X" BRACE DIVIDED EQUALLY FROM CENTER TO END. 2x WOOD FASCIA, SEE ARCHITECTURAL PRE-ENG GABLE TRUSS STIFFBACK (AS PER TRUSS ENG) 2x4 BLOCKING BETWEEN TRUSSES WHERE X-BRACING IS PRESENT AT 4'-0" O.C. (AT SHEATHING SEAMS) SECURE 2x8 PT. PLATE TO BLK W/ 1/2" DIA. ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO2x8 P.T. PLATE W/ 12d's 8" O.C. MAX CONT. 2x4 SECURED W/ (2) 1 Od's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. SEE SCHEDULE FOR BOND BEAM REQ. BLOCK WALL W/ GABLE END PRE-ENG'D TRUSS SCALE:3/4"=l'-0" THE USE OF ALTERNATE MATERIALS MAY BE USED SO LONG AS THEY CONFORM TO THE FOLLOWING 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL (Fl AND F2) LOAD CAPACITIES AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE SUBJECT TO F1 AND F2 FORCES. ALTERNATE MATERIALS �RoviIII «@ sw coy' uft ■ — 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ti W y W U W 0 F E4 U Q F Q f ■ �77 .�"off s CREEKSIDE PHASE 2 LOT #38 PROJECT# a 4321.200 038R1 MODEL: 4EAB "1672- ARIA" ARA E SWING: RIGHT PAGE: y DETAILS ri3 k IE! 0�v 160 MPH EXP. � ARCWECT" ' STATE OF FLORU 4 [, I „( I i v AUG 14 2020 p MICHAEL C. MIDERSON AR NO 17305 r: DATE: 08/12/20 SCALE: 1/4"=1'-0" SHEET I" Sae lAf' PRE-ENG GABLE 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 2X4 DIAGONAL BTM. CHORD BRACING. SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE TO BLK W/ 1/2" DIA. ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W,' 12d's 8" O.C. MAX 0 rol PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX �— FOR STRAPPING VERIFY ' W/ TRUSS PLAN CONC. POURED LINTEL COURSE CONT. 2X4 SECURED W/(2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. GABLE END BRACING W/ PRE-ENG GABLE TRUSS @a CMU WALL SCALE: 3/4"=V-U Reviewed for Cede LidCompliance umverse�Ern �n""" 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W w� U W F 0. v W 4 F A n u SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #38 PROJECT* 4321.200 038R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHfTECT-. STATE OF FLORIDA AUG 14 2020 WCHAEL C. ANDERSON AR NO 17305 PRINT DATE: 08 12 20 SCALE: 1/4"=1' — 0" SIMET S 3. 1 B (2) 2X4 No.2 SYP DIAG. 2x6 OUTLOOKER @ 24" O.C. BRACE W/ (3) 12d @ EA. SECURED W/ SIMPSON H10A VTCR SPACING (1)AT EACH END TRUSS (DIAG. BRACE TO VTCR AND 60" O.C. MAX. COVER 5 TRUSSES) 2x SUB -BAND Y-0" TO 30'-0" (1) "X" BRACE 30'-1" TO 60'-0 (3) "X" BRACE (1) "X" BRACE @ CENTER PRE-ENG GABLE TRUSS (2) "X" BRACE DIVIDED EQUALLY STIFFBACK AT ALL FROM CENTER TO END. UPRIGHTS OVER 4'-10" HIGH (AS PER TRUSS ENG)-T , PLYWOOD SHEATHING, SEE — "ROOF/WALUFLOOR SHEATHING FASTENER SCHEDULE" SEE TYP. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. 1 x2, 2x WOOD FASCIA SEE ARCHITECTURAL 2x SECURED W/ (3) 16d GALV. COMMON NAILS. ix2 SECURED W/ 10d GALV. COMMON NAILS 12" O/C MASONRY BOND BEAM SEE SCHEDULE L CONNECTION PER TRUSS MFG. ENGINEERED WOOD TRUSSES @ 24" O/C, SUBMIT SHOP DRAWINGS FOR REVIEW CONT. 2x4 RAT RUN AND APPROVAL SECURED W/ (2) 12d's @ EACH TRUSS GABLE END PRE-ENG'D TRUSS W1 HIP RETURN SCALE: 3/4"- -0" SIDE VIEW PRE -A[ VALLEY TRUSS CONNECTION SCALE: N.T.S. r--r--1Reviewed lw Cede CopMnw scutire< •• -- ■■ scweoa 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3501 www.abdesigngroup.com AA #: 0003325 F W V3 U W F 0. I v y A a F z I r`x s- r o {) i \ t SLTBDIV. & I CREEKSIDE PHASE 2 LOT #38 PROJECTI 4321.200 038R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: RIGHT m{ DETAILS i' )� f, l - � d, STATE OF FLORIDA AUG 14 2020 iICHAEL C. ANDERSON „!Jl NO17305 PRINT DATE: 08/12/20 SCALE: 1 /4"= V - 0" SHEET S3.IC GABLE -E'AD Y Y • try eC� • * k k kr�� • • 1 • f r • • • 1 1 s • �.* I • ' HIP ROOF > ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-10 ZONE 1 = 2179 PSF (33.79) ZONE 2 = 39.48 PSF (49.48) ZONE 3 = 67.16 PSF (77.16) "A"= 4'-0" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: "C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT+- 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" O.S.B. OR 1/2" CDX EXT: PLYWOOD, FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING SHANK GUN NAILS AT 4" O C.AT SUPPORTED PANEL EDGES AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE DETAIL. ROOF SHEATHING TO GABLE END FRAME USE 8d GUN NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE END. ROOF/ WALL/ FLOOR SHEATHING FASTENER SCHEDULE NAIL SCHEDULE SIZE TYPE MIN. LENGTH MIN. DIA. SHANK TENSILE STR. SHANK 8d RING SHANK, 2 1/2" 0.120" 170,000 RING (16-20 RINGS SCREW SHANK PER INCH) 8d SCREW SHANK 2 1/2" 0.120" PNEUMATIC SCREW -NAILS 1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4 2. INTERNATIONAL STAPE, NAIL & TOOL O.C. MAX. IN FIRST 2 FRAMING ASSOCIATION (]SANTA) ESR-1539 SPACES AT EACH END. ':XTERIOR SHEATHING USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. LJ J a zLU Z � 0 W zUa a� 2 O (n C7 z Fr a of 8d RING SHANK GUN NAILS @ 4" O.C. TOP & BOTTOM EDGES @J J Do Q Z z D Q Lu z Q U) z . U o - z . 0 z z . 0 Z C Z a 2 (g z a m a U) Z W z0 (ej W Y @ U UO C'3 v z_ Cr a CO RAFTER OR TRUSS \\ ROOF SHEATHING BUILDING LENGTH ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING 8d RING SHANK GUN NAILS Ca 6" O.C. IN FIELD TYP. EXT- SHEATHING ATTACHMENT FOR ROOF SHEATHING (O.S.B. TO BE STRUCTURAL GRADE) GENERAL NOTES: -. ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33, MAXIMUM AGGREGATE SIZE SHALL BE 3I4". WOOD: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND PROVIDE6%.AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES &STUDS CAN BESPF, ARCHITE TURAL, MECHANICAL, ELECTRICAL, PLUMBING .AND SITE DRAWINGS. CONSULT ARCHITECTURAL ON STRUCTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS., AND OTHER DETAILS NOT SHOWN DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TOBE CHAMFERED 3/4", ALL WOOD FOR BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI C BUILDING CODE REQUIREMENTS SLABS -ON -GROUND WHERE INDICATED ON CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLA PROVIDE6-MIL CO S, ETC. B OF CRIPPLERS, SILLS, ETC., SHALL LL W SOUTHERNINCON PINE NO 2 OR BETTER. R.= NCR PSI AND KMODULUSSHALL - BE PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL ELASTICITY - 1 400 000 S FOR STRUCTURAL COLD -FORMED - FOR THE DESIGN OF 1 AISI SPECIFICATION O CONCRETE, ACI 530-13/ASCE 5 3 STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS .DRAWINGS SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE. PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE FOR NON-STRUCTURAL USES ORATE PRESERVATIVE SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM ALL DET ILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORMWORK: CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY SHALL B CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42.PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED EXCEPTHERE A DIFFERENT DETAIL IS SHOWN. AND FOOTINGS. SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT "RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN Yd' OF HEARTWOOD. ALL DIMENSIONS AND CONDITIONS': MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS:- MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS. TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER OF THE WORK. ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2.. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED IS COMP ETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. SEQUEN ES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS WELDED WIRE MESH: DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI WOOD TRUSSES: TEMPORARY BRACING, GUYS OR TIE -DOWNS. TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR THE CO TRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION SUPPORTED WITH 2" CHAIRS SPACED 3'-0" 00, EACH WAY. STRESS -GRADE LUMBER AND ITS. FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND REQUIRE MENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. DO NOT 3CALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT 1F ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE DESIGN LOADS: W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR. TO FABRICATION. HORIZONTAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPI/WTCA BCSI 1" AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED ROOF: LIVE LOAD FLOOR: LIVE LOAD 40psf REVIEW. WOOD TRUSSES. CHORD non concurrent 20 psf TOP CHO R - 2 " #6 BAR - 36" FOLLOWS: #4 BA 5 TYP. MIN LAPS SHALL BE AS FOL O S 10 psf BTM CHORD -non-concurrent #5 BAR - 30" #7BAR - 42" TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR DEAD LOAD DEAD LOAD .FOR ADDITIONAL INFORMATION. INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. 15 (7 ASPHALT SHINGLES) psf O paf TOP CHORD 20 psf TOP CHORD No GYPCRETE) (7 ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. psf 10 psf BTM CHORD 5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH T THE HEIGHT OF THE THROUGHOU G K R BENDS AND SHALLCONTINUOUSC MINIMUM 10 INCH HOOKS O IT SIGNED NED AND SEALED DRAWINGS CONNECTION DETAILS AT CONTRACTOR SHALL SUBMIT S G FOR ALTERNATE CONNECT O DEAD LOAD TO RESIST WIND UPLIFT: 10psf WALL TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. BALCONY LIVE LOAD 60psf STAIRS LIVE LOAD 40 psf. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING WIND: DEAD LOAD SPEED -160 MPH 3- SECOND GUST INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.. DETERMINATIONS'; FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL (ASCE 7-10 (FBC R2017) EXPOSURE C RISK CATEGORY II) LAYOUT, SPANS &':ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: tOpsf, UNINHABITABLE ATTIC WITH LIMITED DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECT THE STRUCTURAL. BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE STORAG E: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) WITHOUT THE APPROVAL OF THE ENGINEER. STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL AND DECKS:40 40psf, GUARDS HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER p PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION VEHICLE GARAGES: 50psf,.ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS:30psf, STAIRS: MASONRY: PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA 40psf MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE LICENSED PROFESSIONAL ENGINEER. SHOP DRAWING REVIEW: "SPECIFICATION MASONRY .STRUCTURES" (ACI 530/ ASCE 5TIMS 402, BUILDING CODE REQUIREMENTS FOR THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE SHOP D13AWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS OF THE ONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. PROVIDED BY THE TRUSS ENGINEER. COMPLI kNCEWITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTMC-9DGRADE I'm = 1500 PSI. BLOCK SHALL BE PLACED USING , OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT AND CLADDING WIND LOAD' PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR DRAWIN S SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ALL TRUSS TO TRUSS CONNECTIONS. OF REP ODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED : ASTM G476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS WITHOU, DOCUMENTS THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT WILL GOVERNOVERTHE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION WRITING BY THE ARCHITECT. TO CONSOLIDATE GROUT. - FOUN'DATION/ SITE PREPARATION: TYPE 'M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE FOOTIN S WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS i' EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A. DRY DENSITY O F AT LEAST 95 % OF THE D INTO SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND O - MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO. BE FILLED. SOIL FOR I TERMITE PROTECTION. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY REINFORCING SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEO-T L ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED RETESTED AT THE E Q IEMENDIRECTED ---LAP—VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. - CONTRACTORk CTOCAL N 'THAT-TRE " PENSE, AND BY THE ARCHITECT. WRITTEN CERTIFICATION MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS. HAVE BEEN MET SHALL STRUCTURAL STEEL: BE MADE BY THE GEO-TECH. ENGINEER. THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE - - SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, CONC1 RETE: 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM CONCR TE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: A36, Fy =. 36 ksi FOR ANGLES, PLATES, AND W-SHAPES, STRUCTURAL TUBING SHALL BE ASTM. A-500, GRADE B, Fy = 46 ksi. -STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S,. Fy = 35 ksi. TUBE AND PIPE 2, OD PSI REGULAR WEIGHT FOR FOOTINGS; AND SLAB -ON -GRADE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. 3, 00 PSI'REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL CONTRACTOR SHALL SUBMIT PROPOSED. MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" +/- PRIOR TO THE ADDITION OF PLASTICIZER. . BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J•BOLTS ARE TO BE STEEL. '. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS. FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE - RESPONSIBILITY OF THE TESTING. LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE ABOVE. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS'. A. 3 FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): - B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER. 1-1/2" FOR #5 AND SMALLER 2" FOR #6 AND LARGER - - C. FOR CONCRETE NOT EXPOSED TO WEATHER 34" FOR SLABS, WALLS AND JOISTS 1 I1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES; STIRRUPS J a Y Z � W a Lu (n W � W � RING SHANK GUN NAILS @ 12" O.C. 1N U U 1-- 0 8d FIELD or 8d x 2 1/2" SCREW SHANK to 2 O PNEUMATIC SCREW -NAILS @ 12" 0.6 (N co - zo W FIELD z /\) a TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS FASTENER SCHEDULE WINDOW AND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE SPACING REMARKS APPLICATION GARAGE DOOR BUCK SIZE E TYPE SPACING REMARKS lx2 PT FURRING TO CASE HARDENED COIL 1A" DIA. TAPCON MASONRY 8" O/C 1 1 2' EMBED., 4' END DIST, MASONRY / CONC. NAIL 1 1/2' LONG 8" O/C TO MASONRY/CONC. GARAGE DOOR BUCK NO WASHER FASTENER 1 1/2" EDGE DIST. SOD, AL. EXT. DOORS CASE HARDENED COIL 9" O/C WINDOW/DOOR/ FASTENED 1/2 DIA W/ EXPANSION BOLT 24" O/C 4 EMBED., 4" END DIST., 1x PT, SEE MOTE NAIL 1 1/2" LONG.STAGGERED. INTO MASONRY/GONG. TO MASONRV'CONC WASHER 3"EDGE DIST CONTACT THIS ENGINEER FOR SPACING WINDOW BUCK CASE HARDENED COIL 9 O/C WINDOW/DOOR, FASTENED METAL STRAP TO 1x PT, SEE NOTE NAIL 1-1/2'LONG. STAGGERED INTO MASONRY/GONG MASONRY /CONC, 'REQUIREMENTS EXT. SWING DOOR (2)3/16"DIA "TAPCON" 11/2'EMBED, B"END. NONSPARINGW000 1/2"" EXPANSION 29„�D 4" EMBED. 4"END BUCK 2x PT, SEE. NOTE 6 NO WASHER FASTNER 18'O.'C DIST., 1 1/2' EDGE DIST. WALL TO GONG. SLAB W/ WASHER BOLT DIST., 3" EDGE DIST. 2x PT WINDOW RUCK 0.138"PAR x 21/8' 9' O/C 4" END. DIST., 1 1/2' PT TO STEEL COL.; SEE VV/WASHER STAGGERED EDGE DIST. NOTE6 NOTES 1. STAPLES'. SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS I 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND./ OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE 6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING. DOOR WITH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE. ® ,wed fur.'.aia CQMPWM IJn Enyl wwkv saerlew 2194 H WY A1A, SUITE 301 INDIAN HARBOURIBEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngrd,up.com AA #: 0003325 TO I> Ia r# IiX,,t`^ x, F G, f e � >n, i R Cl, a �yy eW5 UBD3V. T CREEKSIDE PHASE 2 LOT #38 ROJECT# 4321.200 03BRAI A ODET 4EAB IN "1672-ARIA" m _AGE SWING RIGHT H PAGE: DETAIL 160 TI NR � w( ARC HH -=CT-' STATE: OF FLORIDA hp�' AUG 1 b 2a25 MICHAEL C. MiDERSON. ."-R N0 17305 DAWTE- � 08/12/20 I S~�«.=:1/4"=1'-0" P"MET FL # or Miamf-Dade FLORIDA PRODUCT REVISION EXPIRATION Product Model # Manufacturer Glass Description Method of Attachment Building Design Pressure Product Design Pressure APPROVAL REVISION DATE 1/4" concrete screw 6" edge distance @ head, 4" edge distance @ jamb, 4" each side of transom centerline to bucking. Fastener spacing @ 15" o/c max. @ head and jamb. FL5891.2 IRS 12/31/2021 Swing door Smooth Star Therma-Tru N/A Min. embedment of all anchors to be 1 1/4" (+36) / (-47) (+67) / (-67) Type 1: 3/16" or 1/4" ELCO'Ultracon anchor 6" max. from comers, 113/4" o/c atjamb, 16" @ head. 1 1/4" embedment. Type II: 3/16" or 1/4" ITW concrete tapcon anchor. 6" max. from corners, 7 1/4" o/c atjamb, 10 1/4" @ head. 1 1/4" embedment. Two additional tapcons midspan and one at lower frame required vertically each side. FL16103.1 R14 2/28/2021 SH Window Ply Gem 1500 Ply Gem Non Impact Install per manufacturers recommended requirements. (+38) / {-48) (+SOJ / (-50} Type 1: 3/16" or 1/4" ELCOUltracon anchor 6" max. from comers, 14" o/c atjamb, 10" @ head. 1 1/4" embedment. Type 11: 3/16" or 1/4" ITW concrete tapcon anchor. 6" max.. from corners, 8 1/2" o/c at jamb, 6" @ head. 1 1/4" embedment. Eight additional tapcons top and bottom required horitontally, one midspan vertically each FL16100.1 R7 11/30/2022 Vertical Mullion Ply Gem 1500 Ply Gem Non Impact side. Install per manufacturers recommended requirements. N/A Pl/A I i i Type 1: 3/16" or 1/4" ELCO,Ultracon anchor 6" max. from corners, 14" o/c atjamb, 16" @ head / sill. 1 1/4" embedment. Type 1]: 3/16" or 1/4" ITW concrete tapcon anchor. 6" max. from corners, 8 1/2" o/c atjamb, 10112" @ head / sill. 11/4" embedment. Five additional tapcons top and bottom required horitontally,two midspan vertically FL16104.2 IRS 11/30/2022 Fixed Window Ply Gem 1500 Ply Gem Non Impact each side. Install per manufacturers recommended requirements. (+38) / (48) (+SSJ / (-55} 1/4" concrete tapcon anchor. 2 1/2" minimum edge distance. 6" max o/c from comers Builders Series 4780 w/ and 20 3/4" max o/c elsewhere top, vertically and bottom. 2 1/2" min embedment. FL14634.1 R4 12/31/20Z2 Sliding Glass Door Sill Riser Ply Gem Non Impact (+33} / {-41) (+50) / (-50} 1/4" concrete screw 6" edge distance @ head, 4" edge distance @ jamb, 4" each side of transom centerline to bucking. Fastener spacing @ 15" o/c max. @ head and jamb. FL20461.17 R4 12/31/2021 Opaque single Smooth Star Therrna-Tru N/A Min. embedment of all anchors to be 1 1/4" (+36) / (-47) (+47) / (-47) door with transom 3/8" x 2-3/4" Hilt! sleeve anchors 6" from ends 22" O/C FL16107.3 R11 12/31J2020 Double Garage 16.2x7 73 W6 Clopay N/A (+29)/{-35J (+36)/(-42} Door Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" dia. heads, long enough to penetrate' through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" FL7006.1 R10 12/31/2020 Roof IKO Cambridge N/A above each cutout. Drive nails straight so that nail head is flush with, but not cutting (+36) / (-47) N/A into shingle surface. Miami -Dade approved corrosion risistant tin caps and 12 ga. 1-1/4" annular ring Interweb N/A shank nails spaced 6"O.C.'atall laps and three staggard rows fastened 12" O.C. in the N/A FL15216.1 R7 12/31J2020 Underlayment Rhind11-20 field. Position Vent Flange beneath loosened shingles aligned wJ deck opening, Apply ASTM D 4586 orASTM D 3409, Type I roofing cement/mastic to the underside Of the vent flange at both the inside and outside perimeter and to continuously surround and seal the flange. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with galvanized orstainless steel roofing nails having a min 12ga shank, min 3/8" diameter head and sufficient length to penetrate through the sheathing (ring shank nails shall be used in the HVHZ)Nails shall be located 1" from the edge of the flange and 8"O.C. along all FL16918.3 R2 9/9/2026 Off Ridge Vent OFF -RIDGE VENT WITH TAMCO N/A four sides of the vent. All exposed fasteners shall be sealed with roofing N/A N/A BAFFLE cement/mastic. all loosened shingles shall be adheared down with roof cement/mastic. Referto and follow ALL Manufacturers installation instructions. AOR is not responsible for Errors, Omssions or interpritations of this Installation Method. Apply Roofing Sealant on all seams inside the Roof Collar. Apply Roofing Sealant along all (4) sides of the bottom of the Vent Flashing. Install in location under shingles to roof deck. Fasten Base Flang to Decking using 1 1/4" Ring Shank Nails. Fasten Base Flange wJ(1) nail ea comer @1" from edge. Fasten each Side of Base Flange using (3) nailes spaced nominal 5" apart and 1" from edge. Fasten Top and Bottom using (3) nails spaced a nominal 5" apart and 1" from edge fora total of 22 FL3792.4 R11 8/16/2021 Roof Vent 770-D Lomanaco N/A nails. Seal all seams and nail heads and loose shingles. Referto and follow ALL N/A N/A (alternate) Manufacturers installation instructions. AOR is not responsible for Errors, Omssions or interpritations of this Installation Method. AOR is not responsible for Errors, Omssions or misinterpretations of this Installation Method. FL24161.1 NONE 12/31/2020 Soffit Variform Soffits PlyGem N/A FL24161.1 (+31.6) / (-38.8) (+77.0)/(-73.6) 1/4" x 20 stainless steel or ELCO Panelmate with minimum embedment @ 13/4" in Hurricane Panels Hurricane Storm concrete / masonry, 2 1/2" min. edge distance, 12" o/c max. spacing. Can be headed N/A + or - 20 p.s.f. FL16293.1 R2 12/31/2020 Less than 6' span 24 GAGE panel MFG. N/A screw or all thread but with wing nuts. 1/4" x20 stainless steel or ELCO Panelmate with minimum embedment @ 13/4" in Hurricane Panels Hurricane Storm concrete / masonry, 2 1/2" min. edge distance, 12" o/c max. spacing. Can be headed N/A + or - 20 ps.f. FL16293.1 R2 12/31/2D20 6' span or more 24 GAGE panel MFG. N/A screw or all thread but with wing nuts. Install per manufacturers recommended requirements. Reviewed for FL17147.1 R4 6/27/2021 Zip System Wall Sheathing Huber N/A °m Cpaa ®Universal N/A N/A Sheathing sewn " ST LUCIE COUNTY MASTER PA 1 r HZL• ,®.�.. EXPRESS c-HINGLE � �,�r�-ate hs �`�•' I �If E r j ,U , X 11Ate' 4, 8. 3. 20 &TEM. SCAZZ: 1/4"=1'-0" �tD 1 i